LIBRARY 

OF    THE 

UNIVERSITY  OF  CALIFORNIA. 
Ctes 


PROPERTIES 

OF 

STEEL     SECTIONS 

A   REFERENCE   BOOK   FOR 

STRUCTURAL     ENGINEERS    AND 
ARCHITECTS 


INCLUDING  TABLES  OF  MOMENTS  OF  INERTIA  AND 
RADII  OF  GYRATION  OF  BUILT  SECTIONS,  EXAMPLES 
OF  SECTIONS  SELECTED  FROM  MONUMENTAL  STRUC- 
TURES, UNIT  STRESSES,  SAFE  LOADS  FOR  COLUMNS, 
PLATE  GIRDER  DESIGN,  DESIGN  IN  TIMBER,  ETC.,  WITH 
ONLY  SUFFICIENT  TEXT  TO  EXPLAIN  THEIR  APPLICATION 


BY 

JOHN  C.  SAMPLE,  C.E.,  M.  ARCH. 

Architectural  Engineer,  New   York 


NEW   YORK 

McGRAW    PUBLISHING    COMPANY 

114  LIBERTY  STREET 

1905 


COPYRIGHT,   1905 

BY  THE 

McGRAW    PUBLISHING   COMPANY 
NEW  YORK 


PREFACE 


THERE  is  a  tendency  at  the  present  time  to  call  for  designs  to  be  submitted  on  short 
notice.  Should  the  design  be  properly  made,  it  requires  rapid  and  often  laborious 
calculations.  It  is  hoped  the  designer  will  be  able  to  select  directly  from  the  tables 
here  given  such  sections  as  will  meet  his  special  requirements,  thus  saving  the  energy 
ordinarily  spent  in  preliminary  figuring  for  more  important  parts  of  design. 

A  portion  of  the  material  here  presented  was  originally  prepared  for  the  author's 
own  use  as  designer  for  a  structural  steel  plant.  When  it  was  decided  to  publish  the 
tables  additional  sections  were  included.  The  aim  has  been  to  cover  the  particular 
field  as  thoroughly  as  possible  without  producing  too  large  a  volume.  It  has  not 
been  considered  to  be  within  the  scope  of  this  book  to  treat  the  subjects  involved 
from  a  theoretical  standpoint,  only  sufficient  text  being  presented  to  explain  the  ap- 
plication of  the  tables. 

All  values  have  been  calculated  and  checked  independently,  and  may  be  relied 
upon  as  correct. 

Sufficient  time  has  been  taken  in  preparing  these  tables  to  permit  the  author  to 
add  such  sections  as  are  in  use.  He  has  aimed  to  confine  himself  to  those  sections 
which  are  necessary  to  good  design  and  such  shapes  as  are  carried  in  stock  by  most 
large  structural  steel  plants,  it  being  the  desire  to  avoid  unnecessary  refinements. 

Common  usage  will  account  for  the  appearance  of  some  of  these  sections. 

Properties  of  patented  sections  are  omitted.  They  may  be  obtained  by  applying 
to  the  manufacturer. 

Where  possible  all  controverted  points  have  been  avoided.  There  is  a  diversity 
of  practice  as  to  how  much  the  back  to  back  of  angles  should  exceed  the  width  of  the 
plate  for  plate  girders  and  columns,  the  practice  being  about  equally  divided  between 
\"  and  y.  The  author  has  used  \"  for  all  sections  with  less  than  42"  plates,  since 
this  is  on  the  safe  side  for  those  using  %".  Where  cover  plates  are  not  used,  it  is  un- 
necessary to  chip  the  web  plate,  and  it  is  seldom  necessary  to  chip  where  cover  plates 
are  used  unless  it  be  for  very  long  web  plates. 

It  is  not  intended  to  recommend  any  particular  set  of  specifications,  or  to  present 
a  text  on  design  in  steel.  With  the  exception  of  the  chapter  giving  safe  loads  of  col- 
umns, the  material  is  general  and  capable  of  being  applied  to  any  specification. 

The  author  acknowledges  his  gratitude  to  those  who  have  assisted  him  in  pro- 


? 


iv  PREFACE 

viding  material  for  the  chapter  on  Monumental  Structures,  pages  56  to  66.  He  will 
appreciate  suggestions  tending  to  add  to  the  value  of  future  editions  of  the  book. 
Chapters  will  be  revised  at  intervals  determined  by  the  advance  in  the  particular 
subject. 

Special  acknowledgment  is  due  Mr.  H.  R.  Bradley  for  carefully  checking  all  the 
material. 


CONTENTS 


PAGE 
MOMENT  OF  INERTIA  AND  RADII  OF  GYRATION  - 

Explanatory  notes  and  examples  of  application i 

TABLE  No.  i     Two  angles,  unequal  legs,  long  legs  outstanding 4 

2  "             equal  legs 6 

3  "             unequal  legs,  short  legs  outstanding 8 

4  "             "Star  Struts,"  equal  legs 10 

5  "                                   unequal  legs n 

6  Four  angles,  Axis  AA,  unequal  legs,  long  legs  outstanding 12 

7  "         equal  legs      14 

8  unequal  legs,  short  legs  outstanding 16 

9  Axis  BB,  unequal  legs,  long  legs  outstanding     ....  17 

10  "        equal  legs 20 

11  "                    "        unequal  legs,  short  legs  outstanding      ....  22 

12  Moment  of  Inertia  of  one  plate,  Axis  AA 23 

13  of  one  plate,  Axis  BB 24 

14  of  two  cover  plates  for  angle  columns 26 

15  "                       of  two  cover  plates  for  zee-bar  columns    ....  28 

1 6  Two  Angles  and  one  plate,  T-shaped  section 29 

1 7  Four  zee-bars  and  one  plate 30 

18  Two  channels  laced,  flanges  in 31 

19  "          "               flanges  outstanding 32 

20  (flanges  outstanding)  and  one  beam 34 

21  "           "               (flanges  in)  and  one  beam 38 

22  Three  beams,  H-section 39 

23  Two  channels  and  two  cover  plates 40 

24  "                       one  cover  plate 46 

25  One  channel  and  one  plate 49 

26  "        and  one  angle 50 

27  Four  angles,  one  plate,  and  one  channel 51 

VALUES  OF  COLUMNS  FROM  LARGE  BUILDINGS  — 

28  List  and  properties  of  sections      54 

Columns  having  one  web  plate 56 

two  web  plates 57 

three  web  plates 58 

Miscellaneous  types 59 


vi  CONTENTS 

PAGE 
VALUES  OF  TOP  CHORDS  FROM  LARGE  BRIDGES  — 

TABLE  No.  29     List  and  properties  of  sections 55 

Laced  top  and  bottom,  two  webs 61 

"                             three  webs 62 

"             "               four  webs 63 

Cover  plate  on  top,  two  webs 63 

four  webs 64 

Miscellaneous  types 66 

UNIT  STRAINS  - 

Strains  under  dynamic  loads 67 

Unit  strains  in  compression  members 68 

Summary  of  compression  formulae 70 

30  Values  from  compression  formulae,  reduced  to  16,000  base  unit  .    .  72 
Curves  derived  from  compression  formulae,  reduced  to  16,000  base 

unit 73 

31  Values  corresponding  to  compression  formulae 74 

Curves  corresponding  to  compression  formulas 75 

Railroad  bridge,  highway  bridge,  and  building  specifications  ...  76 

SAFE  LOADS  FOR  COLUMNS  — 

32  Two  angles 78 

33  Four  angles  and  an    8-inch  plate 80 

34  "           and  a  12-inch  plate 81 

35  and  an  i8-inch  plate 82 

36  and  a  24-inch  plate 83 

.37     Two  channels  laced 84 

STRESS  DUE  TO  WEIGHT  OF  SECTION  - 

38  Extreme  fiber  stress  due  to  weight  of  angles 86 

39  AREA  OF  ONE  PLATE 87 

40  AREA     IN     SQUARE     INCHES    DEDUCTED    FOR    ONE 

HOLE 90 

NET  AREA  OF  ONE  ANGLE  — 

41  Deducting  one,  two,  and  three  f-inch  holes 91 

42  "      |-inch  holes 92 

43  "                "                "      i-inch  holes 93 

NET  VALUES  OF  SECTIONS  — 

44  Net  values  of  beams 94 

45  "       "         channels 95 

46  "       "         cover  plates  for  beams  and  channels 96 


CONTENTS  VU 

PAGE 
PLATE  GIRDERS  — 

Graphics  in  design  of  plate  girders 97 

Three  examples  illustrating  application  of  tables 99 

Resistance  of  web  plate  to  bending  stress 100 

TABLE  No  47     Moment  of  inertia  of  one  web  plate  for  plate  girders 102 

48  "                 "    of  four  angles  deducting  one  hole 103 

49  "                  "                                      "          two  holes      104 

50  .      "                 "                 "                  "         three  holes 105 

51  "                 "    of  two  cover  plates,  deducting  two  holes    .    .    .  106 

TIMBER  COLUMNS,  BEAMS,  AND  FLOORING  — 

General  notes  on  strength  of  timber no 

52  Safe  working  stresses  for  various  timbers 113 

53  Ultimate  breaking  stresses  for  various  timbers       114 

54  Safe  loads  for  columns 115 

55  "          (uniformly  distributed)  for  beams  i  inch  thick    ....  116 

56  (uniformly  distributed)  for  beams  of  various  thickness  .  117 

57  Safe  bending  moments  for  beams  in  foot-pounds 119 

58  Bending  moments  in  foot-pounds  for  uniform  loading      120 

59  Thickness  of  flooring  for  uniform  loading 121 


General  Notes  Governing  Tables 


THE  shapes  used  in  the  tables  throughout  are  manufactured  by  the  Carnegie  Steel 
Co.  as  given  in  the  Pocket  Companion  for  1903.  It  has  been  the  object  to  supple- 
ment the  Pocket  Companion  and  not  to  include  any  information  given  in  it. 

The  values  of  all  sections  except  for  net  values  of  beams,  channels,  and  cover 
plates,  pages  94-96;  net  sections  of  angles,  pages  91-93;  and  plate  girders,  pages 
97-109,  are  based  upon  their  gross  area.     Should  it  be  required  to  use  net  sections  in 
other  cases,  due  allowance  must  be  made  for  deductions  by  rivet  holes. 
The  following  notation  is  used  throughout  : 

Areas  of  sections  are  square  inches  in  cross-section. 
Weights  of  sections  are  pounds  per  lineal  foot. 
Dimensions  are  in  inches  unless  noted. 

L  =  unsupported  or  unbraced  length  in  feet. 
/  =  unsupported  or  unbraced  length  in  inches. 
x  =  unknown  distance  in  feet  to  point  in  question. 
w  =  uniform  load  in  pounds  per  lineal  foot  of  span. 
W  =  total  load  in  pounds. 
P  =  safe  stress  in  pounds  per  square  inch. 
B  =  bending  moment  in  inch  pounds. 
R  =  extreme  fiber  stress  in  pounds  per  square  inch. 
b  =  thickness  in  inches. 
h  =  depth  in  inches. 

A  =  total  area  of  cross-section  in  square  inches. 
I  —  moment  of  inertia. 
Mr  =  moment  of  resistance  in  inch  pounds. 
r  =  radius  of  gyration  in  inches. 

e  =  distance  in  inches  of  extreme  fiber  from  neutral  axis. 
b.  to  b.  =  back  to  back  in  inches. 

C  =  coefficient  of  strength  for  fiber  stress  of  16,000  pounds  per  square  inch. 

5  =  section  modulus. 

5  and  C  are  with  neutral  axis  perpendicular  to  web  at  center. 


ix 


MOMENTS     OF     INERTIA    AND     RADII    OF    GYRATION    OF    COLUMNS 

AND   STRUTS 


THE  values  of  all  sections  in  this  chapter  are  based  on  the  gross  sections,  no  deduc- 
tions being  made  for  rivet  holes.  Bending  produces  tension  in  one  side  of  a  column 
and  increases  the  compression  in  the  other,  but  the  tension  is  only  sufficient  to  reduce 
the  compression,  or  in  rare  cases  to  produce  a  slight  tension.  Should  such  a  case  be 
possible  that  tension  determines  the  section,  where  the  member  has  a  strut  action  it 
would  be  necessary  to  use  the  net  values  of  the  section. 

A  column  of  such  proportions  should  be  selected  as  to  be  of  nearly  the  same  strength 
about  both  axes  for  the  particular  loading  and  bracing.  Such  relative  values  of  /,  r, 
and  /  should  be  examined  as  will  show  the  column  weakest. 

The  application  of  the  tables  of  Moments  of  Inertia  and  Radii  of  Gyration  is 
shown  by  the  following  examples.  The  sections  will  be  determined  in  accordance 
with  the  requirements  of  the  New  York  Building  Law.  The  allowable  strain  in 
pounds  per  square  inch  for  compression  members,  P  =  15,200  —  58  - .  The  ratio 

of    -  must  not  exceed  120. 

r 

In  each  example  the  unsupported   length  about  both  axes  is  20   feet.     To   this 

maximum    ratio    of    -  =  120,    corresponds    the     minimum    value    of    r  = = 

r  120 

=  2.0.      The   minimum   value  of  r  may  therefore  be   determined   for  this 

1 20 

ratio  of  -  by  pointing  off  one  decimal  place  in  the  value  of  /  in  feet.  By  examination 
of  the  tables  it  is  seen  that  a  large  number  of  sections  have  a  value  of  r  equal  to  or 
greater  than  2.0  The  sections  used  in  the  examples  have  values  of  r  much  greater 
than  2.0,  and  it  is  important  to  select  such  sections  as  will  give  the  greatest  value  of 
r  for  a  given  area,  provided  the  requirements  or  conditions  will  permit  the  use  of  such 
a  section. 

Let  A  —  required  area  of  column  in  square  inches. 
W  =  total  direct  load  in  pounds. 
B  =  bending  moment  in  inch  pounds. 
P  =  safe  load  in  pounds  per  square  inch. 

e  =  distance   in  inches   from    the    neutral    axis    to    the  '  extreme 
fiber  on  the  side  in  which  the  bending  produces  compression. 


MOMENTS   OF  INERTIA    AND   RADII   OF   GYRATION 


The  values  of  compound  sections  may  be  found  by  combining  the  values  of  ele- 
mentary parts.  This  is  illustrated  by  a  column  shown  in  the  accompanying  figure, 
the  values  of  which  are  tabulated  below.  The  column  is  composed  of  four  angles 
6  X  4  X  f  >  l8i"  b-  to  b.,  l°ng  kg8  outstanding,  an  18"  X  £"  web  plate,  and  two 
14"  X  i"  cover  plates. 


SECTION. 

AREA. 

TABLE. 

I  ABOUT 
Axis  AA. 

TABLE. 

I  ABOUT 
Axis  BB. 

4  LL  6x4  x| 

i  PL     i8"Xi" 
2  Pis.    I4"X|" 

23-44 
Q.OO 
17.50 

6 
12 
13 

206.13 
.19 
285.84 

9 

*3 

14 

1,566.08 
243.00 

*»559-a3 

Totals 

49-94 

492.16 

3.368-31 

v/'- 

/  492.16 

J 

3368.31      Q  n 

-\  A 

3-I4 
49.94 

V 

49.94 

The  safe  direct  load  for  this  column  according  to  the  New  York  Building  Law  for 
an  unbraced  length  of   20  feet  is 


W 


/  l\  I  240\ 

=  A    15,200  -  58-]  =  49-94    i5.200  -  58 )  =  537»7°°  pounds. 

V  r)  \  3-I4/ 


General  form  of  Example  i.  This  form  is  for  direct  loading  only,  i.e.  the  loading 
is  balanced  about  any  horizontal  axis  through  the  center  of  gravity  of  the  column. 
This  is  a  general  case  and  applicable  to  all  sections.  The  form  becomes 

W  W 


15,200  —  50  - 

General  form  of  Example  2.  This  form  is  for  combined  direct  load  with  eccentric 
loading  or  bending.  This  is  a  general  case  and  is  applicable  to  all  sections.  The 
form  becomes 


MOMENTS  OF  INERTIA   AND  RADII  OF  GYRATION 

W 


l         Be 


A  = 


Example  i.  Required  a  channel  column  capable  of  carrying  a  direct  or  balanced 
load  of  230,000  pounds.  To  obtain  the  approximate  area  required,  assume  an  allow- 
able strain  of  12,000  pounds  per  square  inch.  230,000  -^-  11,000  =  19.2  square  inches. 
From  the  table  23  the  area  of  two  10*  15-pound  channels  and  two  12"  x  1*  plates  = 
20.92  ;  the  least  r  =  3.68.  Applying  the  general  form, 

W  230.000  230,000 

A  =  _          — . =  _  -  =  ^        -  =  20.2. 

/  240        11,400 

15,200  —  58  -       15,200  —  58  — 
r  3.68 

The  section  assumed  has  an  excessive  area  of  .72  square  inch,  and  is  capable  of 
being  reduced  by  approximately  that  amount. 

Example  2.  Required  a  channel  column  capable  of  carrying  a  balanced  load  of 
200,000  pounds,  and  having  in  addition  a  bending  of  120,000  inch  pounds.  To  ob- 
tain the  approximate  area  required,  assume  an  allowable  extreme  fiber  strain  of  10,000 
pounds  per  square  inch  for  the  direct  load.  200,000  -j-  10,000  =  20.0  square  inches. 
From  the  table  23  the  area  of  two  10*  15-pound  channels  and  two  12"  x  \"  plates  = 
20.92  ;  the  least  r  =  3.68.  Turn  the  column  so  it  will  most  effectively  resist  the 
bending,  by  placing  the  axis  AA  parallel  to  the  plane  of  bending  force.  The  value 
of  I  about  the  axis  AA  =  464.8.  Applying  the  general  form, 

W  100,000  200,000 


/  A       Be      (  24o\ 

(^5,200- 58 -J-y       ^5,200-58—  j- 


120,000  x  5-5        10,000 
464.8 


square  inches   required.     The  section  assumed  has  an  excessive  area  of   .92  square 
inch  and  is  capable  of  being  reduced  by  approximately  that  amount. 


*  NOTE  :  —  It  will  be  seen  by  referring  to  the  table  of  specifications  under  the  chapter  on 
Unit  Strains  that  the  practice  varies ;  some  add  the  total  extreme  fiber  stress  due  to  bending, 
while  others  add  |  of  the  extreme  fiber  stress,  to  the  direct  stress. 


3 


TABLE  1 


TWO    ANGLES,  UNEQUAL   LEGS, 


SIZE. 

TOTAL  SECTION. 

Axis  BB. 

Axis  AA. 

o"  b.  to  b. 

f"  b.  to  b. 

Ty  b.  to  b. 

Weight 

Area. 

I 

r 

I 

r 

I 

r 

I 

r 

7X3ix  f 

49-8 

14.62 

12.  l6 

.91 

i72-34 

3-43 

187.21 

3-58 

189.79 

3.60 

*% 

46.0 

13.50 

11.38 

.92 

158.20 

3-42 

171.84 

3-57 

174.20 

3-59 

x  I 

42.0 

12.34 

10.56 

•93 

143.22 

3-4i 

155-55 

3-55 

!57-69 

3-57 

x& 

38.0 

II.  18 

9.72 

•93 

129.06 

3-40 

140.14 

3-54 

142.06 

3-56 

x  \ 

34-0 

10.00 

8.82 

•94 

114.83 

3-39 

124.67 

3-53 

126.38 

3-55 

x& 

30.0 

8.80 

7.90 

•95 

IOO.I2 

3-37 

108.68 

3-51 

110.17 

3-54 

o"  b.  to  b. 

i"  b.  to  b. 

Ty  b.  to  b. 

6x4x  i 

47-2 

13.88 

*7-36 

1.  12 

109.07 

2.80 

116.50 

2.90 

118.43 

2.92 

xtt 

43-6 

12.82 

16.22 

J-I3 

100.04 

2-79 

106.85 

2.89 

108.61 

2.91 

x  I 

40.0 

11.72 

15.04 

»-I3 

90.44 

2.78 

96.57 

2.87 

98.16 

2.89 

x& 

36.2 

10.62 

13.82 

I.I4 

81.43 

2.77 

86.93 

2.86 

88.36 

2.88 

x  i 

32.4 

9.50 

12.54 

I-I5 

72.42 

2.76 

77-30 

2.85 

78-56 

2.88 

x^ 

28.6 

8.36 

1  1.  20 

1.16 

63.04 

2-75 

67.26 

2.84 

68.36 

2.86 

X   f 

24.6 

7.22 

9.80 

1.17 

54-n 

2.74 

57-73 

2.83 

58.67 

2.85 

5X3ix  f 

33-6 

9.84 

9.66 

•99 

52-5° 

2.31 

56-83 

2.40 

57-96 

2-43 

x& 

30.4 

8.94 

8.90 

1.  00 

47.29 

2.30 

5!-i9 

2-39 

52.20 

2.42 

x  * 

27.2 

8.00 

8.10 

I.OI 

42.02 

2.29 

45-47 

2.38 

46.37 

2.41 

x^ 

24.0 

7.06 

7.26 

1.  01 

36-56 

2.28 

39-54 

2-37 

40.33 

2-39 

x  I 

20.8 

6.10 

6.36 

1.  02 

3J-37 

2.27 

33-92 

2.36 

34-59 

2.38 

X& 

17.4 

5.12 

5-44 

1.03 

26.14 

2.26 

28.26 

2-35 

28.81 

2-37 

4X3X& 

24.6 

7.24 

5-32 

.86 

24.29 

1.83 

26.85 

I-93 

27-53 

J-95 

x  * 

22.2 

6.50 

4.84 

.86 

21.60 

1.82 

23.86 

1.92 

24.46 

1.94 

x& 

IQ.6 

5-74 

4-36 

.87 

18.74 

1.81 

20.70 

1.90 

21.21 

1.92 

x  f 

17.0 

4.96 

3-84 

.88 

16.05 

i.  80 

17.71 

1.89 

18.15 

1.91 

x& 

14.2 

4.18 

3-30 

.89 

13.40 

1.79 

14.78 

1.88 

IS.I4 

1.90 

3X2JX   \ 

17.0 

5.00 

2.60 

.72 

9.16 

I«3S 

10.49 

i-45 

IO.84 

1.47 

x& 

15.2 

4.44 

2.36 

•73 

8.02 

i-34 

9.18 

1.44 

9-49 

1.46 

x  I 

13.2 

3.84 

2.08 

•74 

6.86 

i-34 

7.84 

i-43 

8.10 

1.45 

x& 

II.O 

3.24 

i.  80 

•74 

5-64 

1.32 

6-45 

1.41 

6.66 

i-43 

x  i 

Q.O 

2.62 

1.48 

•75 

4-51 

i-3i 

5-i5 

1.40 

5-32 

1.42 

2$X2X   f 

10.6 

3.10 

1.02 

•58 

3-96 

*-*3 

4-65 

1.22 

4.84 

1.25 

x& 

9.0 

2.62 

.90 

•58 

3-3° 

1.  12 

3-87 

1.22 

4.03- 

1.24 

x  t 

7-4 

2.12 

•74 

•59 

2.62 

I.  II 

3-07 

1.  2O 

3.20 

1.23 

x& 

5-6 

1.62 

•58 

.60 

1.96 

1.  10 

2.29 

I.I9 

2.38 

1.  21 

(4) 


UNIVERSITY  I 


TABLE  1  (Continued} 


LONG  LEGS    OUTSTANDING 


Axis  AA. 

V  b.  to  b. 

f"  b.  to  b. 

f  '  b.  to  b. 

I"  b.  to  b. 

i  b.  to  b. 

I 

r 

I 

r 

I 

r 

I 

r 

i 

r 

192.40 

3.63 

197.71 

3-68 

203.12 

3-73 

208.65 

3-78 

214.30 

3-83 

1  76.59 

3-62 

181.46 

3-67 

186.42 

3-72 

191.50 

3-77 

196.68 

3-82 

159-85 

3-60 

164.25 

3-65 

168.74 

3-70 

1  73-34 

3-75 

178.02 

3-80 

144.01 

3-59 

J47-97 

3-64 

152.01 

3-69 

156.14 

3-74 

160.36 

3-79 

128.10 

3-58 

131.62 

3-63 

135-21 

3-68 

138.88 

3-73 

142.63 

3-78 

111.67 

3-56 

II4-73 

3-6i 

117.86 

3-66 

121.05 

3-7i 

124.32 

3-76 

|"  b.  to  b. 

&"  b.  to  b. 

\"  b.  to  b. 

I"  b.  to  b. 

£"  b.  to  b. 

120.38 

2-95 

122.36 

2-97 

124-37 

2-99 

128.47 

3-04 

132.67 

3-09 

110.40 

2-93 

112.  21 

2.96 

114.05 

2.98 

117.80 

3-03 

121.65 

3-o8 

99-77 

2.92 

ICI.4I 

2.94 

103.07 

2-97 

106.45 

3-oi 

109.93 

3-o6 

89.80 

2.91 

91.27 

2-93 

92.76 

2.96 

95-8o 

3-oo 

98-93 

3-05 

79.84 

2.90 

81.15 

2.92 

82.47 

2-95 

85.16 

2-99 

87.94 

3-04 

69.47 

2.88 

70.60 

2.91 

7i-75 

2-93 

74.09 

2.98 

76.50 

3-03 

59.62 

2.87 

60.59 

2.90 

6i-57 

2.92 

63-57 

2-97 

65-63 

3.02 

59.12 

2-45 

60.29 

2.48 

61.48 

2.50 

63.91 

2-55 

66.43 

2.60 

53-24 

2-44 

54-29 

2.46 

55-36 

2.49 

57-55 

2-54 

59.81 

2-59 

47-29 

2-43 

48.22 

2.46 

49.16 

2.48 

51.11 

2-53 

S3-" 

2.58 

41.12 

2.41 

4L93 

2-44 

42.75 

2.46 

44-44 

2.51 

46.18 

2-56 

35-27 

2.40 

35-96 

2-43 

36.66 

2.45 

38.11 

2.50 

39.60 

2-55 

29.38 

2.40 

29-95 

2.42 

30-53 

2-44 

31-73 

2.49 

32.97 

2-54 

28.21 

1.97 

28.92 

2.OO 

29.63 

2.02 

31.11 

2.07 

32.64 

2.12 

25.07 

1.96 

25.69 

1.99 

26.33 

2.OI 

27-64 

2.06 

29.00 

2.  II 

21.74 

i-95 

22.28 

1.97 

22.83 

1-99 

23-96 

2.04 

25.14 

2.O9 

18.60 

1.94 

19.06 

1.96 

19-53 

I.98 

20.50 

2.03 

21.51 

2.08 

I5-52 

J-93 

15.90 

J-95 

16.29 

1.97 

17.10 

2.02 

J7-93 

2.07 

II.  21 

1.50 

"•59 

J-52 

11.97 

1-55" 

12.77 

1.  60 

13.61 

1.65 

9.8l 

i-49 

10.14 

i-5i 

10.48 

1-54 

u.  18 

i-59 

11.91 

1.64 

8.38 

1.48 

8.66 

1.50 

8-94 

i-53 

9-54 

1.58 

10.16 

1.63 

6.89 

1.46 

7.12 

1.48 

7-35 

i-5i 

7.84 

1.56 

8.36 

1.61 

5-50 

i-45 

5-68 

1.47 

5-87 

1.50 

6.26 

i-55 

6.67 

i.  60 

5-03 

1.27 

5-23 

1.30 

5-44 

1.32 

5-87 

1-38 

6.32 

i-43 

4.19 

1.26 

4-35 

1.29 

4-52 

J-31 

4.88 

1-36 

5-26 

1.42 

3-33 

1.25 

3-46 

1.28 

3-59 

1.30 

3-88 

i-35 

4.18 

1.40 

2-47 

1.24 

2-57 

1.26 

2.67 

1.28 

2.88 

i-33 

3-11 

1.38 

(5) 


TABLE  2 


TWO   ANGLES, 


SIZE. 

TOTAL  SECTION. 

Axis  BB. 

Axis  AA. 

o"  b.  to  b. 

f"  b.  to  b. 

&"  b.  to  b. 

Weight. 

Area. 

I 

r 

i 

r 

I 

r 

i 

r 

8x8x1 

102.0 

30.00 

177.96 

2-44 

346.47 

3-40 

374.i8 

3-53 

379-01 

3-55 

xtf 

96.0 

28.24 

168.66 

2-44 

323.29 

3.38 

349.06 

3-52 

353-55 

3-54 

x  1 

QO.O 

26.46 

159.16 

2-45 

301-58 

338 

325-53 

3-51 

329.70 

3-53 

xH 

84.0 

24.68 

149.42 

2.46 

279.98 

3-37 

302.13 

3-50 

305-99 

3-52 

x  f 

77-8 

22.88 

139.48 

2.47 

258.42 

3-36 

278.79 

3-49 

282.34 

3-51 

x& 

71.6 

21.  06 

129.28 

2.48 

235-9° 

3-35 

254-41 

3-48 

257.63 

3-5o 

x  f 

65.4 

19.22 

118.84 

2-49 

214.42 

3-34 

231.17 

3-47 

234.09 

3-49 

x& 

59-0 

17.36 

108.18 

2.50 

192.97 

3-33 

207.97 

3-46 

210.58 

3-48 

x  I 

52.8 

15.50 

97.26 

2-50 

171.60 

3-33 

184.87 

3-45 

187.19 

3-48 

6x6x  f 

57-4 

16.88 

56-30 

1.83 

109.78 

2-55 

121.64 

2.68 

I23-73 

2.71 

x& 

53-0 

15.56 

52-38 

1-83 

100.03 

2-54 

110.79 

2.67 

112.69 

2.69 

x  I 

48.4 

14.22 

48.32 

1.84 

90.88 

2-53 

100.60 

2.66 

102.32 

2.68 

x& 

43-8 

12.86 

44-14 

1.85 

81.74 

2.52 

90.44 

2.65 

91.98 

2.67 

x  * 

39-2 

11.50 

39-82 

1.86 

72.28 

2.51 

79-93 

2.64 

81.28 

2.66 

x& 

34-4 

IO.I2 

35-36 

1.87 

63-25 

2-50 

69.90 

2.63 

71.08 

2-65 

x  f 

29.6 

8.72 

30.78 

1.88 

54-23 

2-49 

59-9° 

2.62 

60.91 

2.64 

o"  b.  to  b. 

i"  b.  to  b. 

&"  b.  to  b. 

4X4X  f 

31.4 

9.22 

13-32 

i.  20 

27.27 

1.72 

30-25 

1.81 

31.04 

1.83 

x& 

28.6 

8.36 

12.24 

1.  21 

24.48 

1.71 

27.14 

i.  80 

27.84 

1.83 

x  i 

25.6 

7-50 

II.  12 

1.22 

21.56 

1.70 

23-89 

1.78 

24.51 

1.81 

x& 

22.6 

6.62 

9-94 

1.23 

18.85 

1.69 

20.87 

1.78 

21.41 

i.  80 

x  f 

19.6 

5.72 

8.72 

1.23 

16.15 

1.68 

17.87 

1.77 

18.33 

1.79 

x& 

I6.4 

4.80 

7.42 

1.24 

13-44 

1.67 

14.86 

1.76 

15.24 

1.78 

3X3X  \ 

18.8 

5.50 

4-44 

.90 

9.20 

1.29 

10.56 

I-39 

10.93 

1.41 

x& 

16.6 

4.86 

3-98 

.91 

8.00 

1.28 

9.19 

I-37 

9-51 

1.40 

x  f 

14.4 

4.22 

3-52 

.91 

6.86 

1.28 

7.87 

J-37 

8.14 

!-39 

x& 

12.2 

3.56 

3-02 

.92 

5-7i 

1.27 

6-54 

1.36 

6-77 

1.38 

x  i 

9.8 

2.88 

2.48 

•93 

4-51 

1.25 

5-i6 

i-34 

5-34 

1.36 

2iX2iX& 

13-6 

4.00 

2.22 

•74 

4-65 

i.  08 

5-5o 

1.17 

5-73 

1.20 

x  f 

n.8 

3-46 

1.96 

•75 

3-96 

1.07 

4.67 

1.16 

4.86 

I.I9 

x& 

10.0 

2.94 

1.70 

•76 

3-3i 

i.  06 

3-90 

i«*S 

4.06 

1.18 

x  i 

8.2 

2.38 

1.40 

•77 

2-63 

1.05 

3.10 

1.14 

3-23 

1.16 

x& 

6.2 

i.  80 

1.  10 

.78 

1.96 

1.04 

2.30 

MJ 

2-39 

"5 

2X2Xfk 

8.0 

2.30 

.84 

.60 

1.70 

.86 

2.08 

.95 

2.19 

.98. 

x* 

6.4 

1.88 

.70 

.61 

i-35 

•85 

1.66 

•94 

i-75 

.96 

x& 

5-0 

1.44 

•56 

.62 

1.03 

•85 

1.26 

•93 

1.32 

.96 

TABLE  2    (Continued*) 


EQUAL   LEGS 


Axis  AA. 

\"  b.  to  b. 

f  "  b.  to  b. 

I"  b.  to  b. 

I"  b.  to  b. 

i"  b.  to  b. 

I 

r 

I 

r 

1 

r 

I 

r 

I 

r 

383-89 

3-58 

393-83 

3.62 

404.01 

3-67 

414.42 

3-72 

425-07 

3.76 

358-10 

3-56 

367-35 

3-61 

376.82 

3-65 

386.52 

3-/0 

396.43 

3-75 

333-93 

3-55 

342-53 

3.60 

35J-34 

3-64 

360.36 

3.69 

369-58 

3-74 

309.90 

3-54 

317.86 

3-59 

326.02 

3-63 

334-37 

3.68 

342.91 

3-73 

285-93 

3-54 

293.26 

3.58 

300.76 

3.63 

308.44 

3-67 

3J6-3I 

3-/2 

260.91 

3-52 

267.57 

3-56 

274.40 

3.6l 

281.39 

3-66 

288.55 

3-7o 

237-o5 

3-5i 

243.08 

3.56 

249.27 

3.60 

255.60 

3-65 

262.08 

3-69 

213.24 

3-50 

218.64 

3-55 

224.18 

3-59 

229.86 

3-64 

235-67 

3-68 

189.54 

3-5° 

J94-33 

3-54 

199.24 

3-59 

204.27 

3-63 

209.42 

3-68 

125.86 

2-73 

130.21 

2.78 

134.69 

2.82 

J39-30 

2.87 

144.05 

2.92 

114.62 

2.71 

118.57 

2.76 

122.64 

2.81 

126.84 

2.86 

131-15 

2.90 

104.07 

2.71 

107.64 

2-75 

m-33 

2.80 

ii5-i3 

2.85 

119.03 

2.89 

93-54 

2.70 

96.74 

2-74 

100.04 

2-79 

103.45 

2.84 

106.95 

2.88 

82.66 

2.68 

85-48 

2-73 

88.38 

2-77 

91.38 

2.82 

94-47 

2.87 

72.28 

2.67 

74-73 

2.72 

77-27 

2.76 

79.88 

2.81 

82.58 

2.86 

61.93 

2.66 

64.02 

2.71 

66.18 

2-75 

68.41 

2.80 

70.71 

2-85 

I"  b.  to  b. 

Ty  b.  to  b. 

\"  b.  to  b. 

f  "  b.  to  b. 

I"  b.  to  b. 

i 

31-85 

1.86 

32.67 

1.88 

33-52 

1.91 

35-26 

1.96 

37-07 

2.01 

28.57 

1.85 

29.30 

1.87 

30.06 

1.90 

31.62 

i-94 

33-24 

1-99 

25-15 

1.83 

25.79 

1.85 

26.46 

1.88 

27.83 

!-93 

29.26 

1-97 

21.96 

1.82 

22.52 

1.84 

23.10 

1.87 

24.29 

1.92 

25-54 

I.96 

18.80 

1.81 

19.28 

1.84 

19.77 

1.86 

20.79 

1.91 

21.85 

J-95 

J5-63 

i  80 

16.02 

1.83 

16.43 

1.85 

17.27 

1.90 

18.15 

1.94 

11.31 

i-43 

11.70 

1.46 

12.10 

1.48 

12.93 

J-53 

13.81 

1.58 

9-83 

1.42 

10.17 

i-45 

10.52 

i-47 

11.24 

1.52 

I2.0O 

1-57 

8.42 

1.41 

8.71 

1.44 

9-00 

1.46 

9.62 

*-5x 

10.27 

1.56 

7.00 

1.40 

7.24 

i-43 

7-49 

i-45 

8.00 

1.50 

8-54 

!-55 

5-52 

1.38 

5-71 

1.41 

5-90 

i-43 

6.31 

1.48 

6-73 

1-53 

5-96 

1.22 

6.21 

J-25 

6.46 

1.27 

6-99 

1.32 

7-56 

J-37 

5-07 

1.  21 

5-27 

1.23 

5-49 

1.26 

5-94 

i-3i 

6.42 

1.36 

4-23 

1.20 

4.40 

1.22 

4-58 

1.25 

4.96 

1.30 

5-36 

i-35 

3-36 

I.I9 

3-50 

1.  21 

3-64 

1.24 

3-94 

1.29 

4-25 

i-34 

2-49 

1.18 

2-59 

1.20 

2.69 

1.22 

2.91 

1.27 

3-14 

1.32 

2.30 

I.OO 

2.42 

'   1-03 

2-54 

1.05 

2.80 

I.IO 

3-07 

1.16 

1.84 

•99 

!-93 

1.  01 

2.03 

1.04 

2-23 

1.09 

2-45 

1.14 

!-39 

.98 

1.46 

I.OI 

!-53 

1.03 

1.68 

i.  08 

1.85 

I-!3 

(7) 


TABLE  3 


TWO  ANGLES,    UNEQUAL 


SIZE. 

TOTAL  SECTION. 

Axis  BB. 

Axis  AA. 

o"  b.  to  b. 

i"  b.  to  b. 

Ty  b.  to  b. 

Weight 

Area. 

I 

r 

I 

r 

i 

r 

i 

r 

7X3^X  f 

49-8 

14.62 

71.98 

2.22 

23-23 

1.26 

28.51 

1.40 

29.49 

1.42 

x& 

46.0 

13.50 

66.94 

2.23 

21.13 

1.25 

25.91 

!-39 

26.80 

1.41 

x  f 

42.0 

12.34 

61.72 

2.24 

18.86 

1-24 

23.09 

J-37 

23-87 

i-39 

x& 

38.0 

ii.  18 

56.36 

2.25 

16.88 

1.23 

20.62 

1.36 

21.32 

1.38 

x  i 

34-0 

10.00 

50.82 

2.25 

14.90 

1.22 

18.18 

i-35 

18.79 

1-37 

x^ 

30.0 

8.80 

45-12 

2.26 

12.85 

1.  21 

J5-63 

r-33 

16.16 

J-35 

o"  b.  to  b. 

\"  b.  to  b. 

-tV'  b.  to  b. 

6x4x  | 

47-2 

13.88 

49.02 

1.88 

33-55 

!-55 

37-5i 

1.64 

38.57 

1.67 

xH 

43-6 

12.82 

45-64 

1.89 

30.62 

i-55 

34-22 

1.63 

35-18 

1.66 

x  § 

40.0 

11.72 

42.14 

1.90 

27.47 

J-53 

30.67 

1.62 

3r-53 

1.64 

x& 

36.2 

10.62 

38.52 

1.90 

24.65 

1.52 

27.50 

1.61 

28.26 

1.63 

x  i 

32.4 

9.50 

34.80 

1.91 

21.85 

1.52 

24-35 

i.  60 

25.02 

1.62 

xA 

28.6 

8.36 

30.92 

1.92 

18.90 

1.50 

21.04 

J-59 

21.62 

1.61 

x  I 

24.6 

7.22 

26.94 

i-93 

16.18 

1.50 

17.99 

1-58 

18.48 

i.  60 

5X3^x  f 

33.6 

9.84 

24.06 

1.56 

18.54 

!-37 

21.03 

1.46 

21.70 

i-49 

x& 

30.4 

8.94 

22.06 

i-57 

16.63 

1.36 

18.85 

i-45 

J9-45 

i-47 

x  i 

27.2 

8.00 

19.98 

1.58 

14.72 

1.36 

16.67 

1.44 

17.19 

1.47 

x^ 

24.0 

7.06 

17.80 

i-59 

12.73 

i-34 

J4-39 

i-43 

14.84 

i-45 

x  f 

20.8 

6.10 

15-56 

i.  60 

10.87 

i-34 

12.28 

1.42 

12.66 

i-44 

x& 

17.4 

5.12 

13.20 

1.61 

9-05 

!-33 

IO.2I 

1.41 

10.52 

1-43 

4X3X& 

24.6 

7.24 

II.  IO 

1.24 

io-55 

1.  21 

12.  2O 

1-30 

12.65 

1.32 

x  i 

22.2 

6.50 

IO.IO 

1.25 

9-32 

1.20 

10.77 

1.29 

ii.  16 

J-31 

x^ 

IQ.6 

5.74 

9.04 

1.25 

8.03 

1.18 

9.27 

1.27 

9.61 

1.29 

x  I 

17.0 

4.96 

7.92 

1.26 

6.86 

1.18 

7.90 

1.26 

8.19 

1.28 

x& 

14.2 

4.18 

6.76 

1.27 

5-7i 

1.17 

6-57 

1-25 

6.81 

1.28 

3X2^X   1 

17.0 

5.00 

4.16 

.91 

5-4i 

1.04 

6-43 

LI3 

6.71 

1.16 

x& 

I5.2 

4.44 

3-76 

.92 

4-73 

1.03 

5-6i 

1.  12 

5-85 

*"*S 

x  f 

13.2 

3.84 

3-32 

•93 

4.02 

1.02 

4.76 

I.  II 

4.96 

1.14 

xA 

II.O 

3-24 

2.84 

•94 

3-30 

I.OI 

3-9° 

1.  10 

4.07 

1.  12 

x  1 

9.0 

2.62 

2-34 

•95 

2.62 

1.  00 

3-09 

1.09 

3-23 

I.  II 

2^X2X    | 

10.6 

3.10 

1.82 

•77 

2.06 

.82 

2.56 

.91 

2.70 

•93 

x& 

9.0 

2.62 

1.58 

.78 

1.72 

.8l 

2.13 

.90 

2.24 

•93 

x  i 

7-4 

2.12 

1.30 

.78 

1.36 

.80 

1.68 

.89 

1.77 

.91 

x& 

5-6 

1.62 

i.  02 

•79 

I.  CO 

•79 

1.23 

-87 

1.30 

.90 

(8) 


TABLE  3  (Continued} 


LEGS,  SHORT   LEGS    OUTSTANDING 


Axis  AA. 

i"  b.  to  b. 

§  "  b.  to  b. 

\"  b.  to  b. 

I"  b.  to  b. 

i"  b.  to  b. 

I 

r 

I 

r 

I 

r 

I 

r 

I 

r 

3o-50 

1.44 

32.60 

i-49 

34.82 

i-54 

37.I5 

i-59 

39.60 

i-55 

27.72 

i-43 

29.62 

1.48 

31.64 

i-53 

33-76 

1.58 

35-98 

1.63 

24.69 

1.41 

26.39 

1.46 

28.18 

i-5i 

30.07 

1-56 

32.06 

1.61 

22.05 

1.40 

23-56 

i-45 

25.16 

1.50 

26.84 

i-55 

28.61 

I.OO 

iQ-43 

!-39 

20.76 

1.44 

22.16 

i-49 

23-64 

i-54 

25.20 

i-59 

16.70 

1-38 

17-83 

1.42 

19.04 

1.47 

20.31 

1.52 

21.65 

i-57 

I"  b.  to  b. 

A"  t>-  to  b. 

i"  b.  to  b. 

f  "  b.  to  b. 

f  "  b.  to  b. 

39-66 

1.69 

40.77 

1.71 

41.91 

1.74 

44-27 

1.79 

46.74 

1.84 

36.17 

1.68 

37-iS 

1.70 

38.22 

J-73 

40-37 

1.77 

42.62 

1.82 

32.41 

1.66 

33-3i 

1.69 

34-24 

1.71 

36-16 

1.76 

38.18 

1.80 

29.05 

1.65 

29.85 

1.68 

30.68 

1.70 

32-39 

i-75 

34-19 

1.79 

25-7I 

1.65 

26.42 

1.67 

27-15 

1.69 

28.66 

1.74 

30.24 

1.78 

22.21 

1.63 

22.82 

1-65 

23-44 

1.67 

24.74 

1.72 

26.10 

1.77 

18.98 

1.62 

19.49 

1.64 

20.02 

1.67 

21-13 

1.71 

22.28 

1.76 

22.39 

i-5i 

23.10 

*-53 

23.83 

1.56 

25-34 

1.60 

26.94 

1.65 

20.06 

1.50 

20.70 

1.52 

21-35 

i-55 

22.70 

i-59 

24.12 

1.64 

17-74 

1.49 

18.29 

i-5i 

18.86 

i-54 

20.06 

1.58 

21.31 

1-63 

I5-3° 

1.47 

15-78 

1.50 

16.27 

1.52 

17.30 

i-57 

18.38 

1.61 

13-05 

1.46 

13.46 

i-49 

13.88 

i-5i 

14.75  . 

i-55 

15.66 

1.60 

10.85 

1.46 

ii.  18 

1.48 

11.52 

1.50 

12.24 

i-55 

13.00 

i-59 

13.11 

i-35 

J3-59 

i-37 

14.08 

!-39 

15.10 

1.44 

16.18 

1.50 

"•57 

i-33 

11.99 

1.36 

12.42 

1.38 

I3-32 

i-43 

14.28 

1.48 

9.96 

1.32 

10.32 

i-34 

10.69 

1.36 

11.46 

1.41 

12.28 

1.46 

8.48 

«-3« 

8-79 

i-33 

9.10 

r-35 

9.76 

1.40 

10.46 

i-45 

7-05 

1.30 

7-30 

1.32 

7-56 

i-35 

8.ii 

i-39 

8.68 

1.44 

6-99 

1.18 

7.29 

1.  21 

7.60 

1.23 

8.24 

1.28 

8-93 

i-34 

6.10 

1.17 

6.36 

1.20 

6.62 

1.22 

7.19 

1.27 

7-78 

1.32 

5-i7 

1.16 

5-39 

1.18 

5-62 

1.  21 

6.09 

1.26 

6.60 

i-3i 

4.24 

1.14 

4-42 

1.17 

4.60 

I.I9 

4-99 

1.24 

5-4i 

1.29 

3-36 

i-i3 

3-5o 

1.16 

3-65 

1.18 

3.96 

1.23 

4-29 

1.28 

2.85 

.96 

3.00 

.98 

3-i6 

I.OI 

3-49 

'1.06 

3-85 

i.  ii 

2.36 

•95 

2-49 

•97 

2.62 

I.OO 

2.89 

1.05 

3-!9 

1.  10 

1.86 

•94 

1.96 

.96 

2.06 

•99 

2.28 

1.04 

2-51 

1.09 

x-37 

.92 

1.44 

•94 

1.52 

•97 

1.68 

1.02 

1.85 

1.07 

(9) 


TABLE  4 


STAR   STRUTS 

TWO   ANGLES,    EQUAL  LEGS 


SIZE. 

TOTAL  SECTION. 

Axis  CC. 

Axis  AA. 

Weight. 

Area. 

I                   r 

8x8x1 

102.0 

30.00 

282.50 

3-°7 

x|| 

96.0 

28.24 

268.02 

3.08 

x  I 

90.0 

26.46 

253-I4 

3-°9 

XT! 

84.0 

24.68 

237.87 

3.10 

For  I  and  r  about  axis  AA,  see 

x  f 

77-8 

22.88 

222.2O 

3.12 

Table  2. 

XT$ 

71.6 

21.  06 

206.12 

3-J3 

x| 

65.4 

19.22 

189.61 

3-i4 

x& 

59-0 

17.36 

172.69 

3.15 

x  * 

52.8 

15.50 

I55-32 

3-17 

6x6x  f 

57-4 

1  6.88 

89.39 

2.30 

XTS 

53-0 

15.56 

83-25 

2.31 

x  f 

48.4 

14.22 

76.89 

2-33 

X& 

43-8 

12.86 

70.31 

2-34 

x  * 

39-2 

11.50 

63-49 

2-35 

XTS 

34-4 

10.12 

56.44 

2.36 

x  I 

29.6 

8.72 

49.14 

2-37 

4X4X  | 

3L4 

9.22 

2I.O4 

r.5, 

X& 

28.6 

8.36 

19.40 

1.52 

x  i 

25-6 

7.50 

17.66 

1.53 

XT5 

22.6 

6.62 

15.82 

1.55 

x  I 

19.6 

5.72 

13.89 

1.56 

x& 

16.4 

4.80 

11.85 

^57 

3X3X  i 

18.8 

5.50 

6-99 

1.13 

XTS 

16.6 

4.86 

6.31 

1.14 

X  | 

14.4 

4.22 

5-59 

1.15 

Xfk 

12.2 

3.56 

4.81 

1.16 

x  1 

9.8 

2.88 

3-97 

1.17 

21X2JX& 

13.6 

4.00 

3-49 

•93 

x  I 

u.8 

3-46 

3.11 

•95 

x& 

10.0 

2-94 

2.69 

.96 

x  i 

8.2 

2.38 

2.24 

•97 

x& 

6.2 

i.  80 

1.74 

.98 

2X2X& 

8.0 

2.30 

1.32 

.76 

x  i 

6.4 

1.88 

1.  10 

•77 

X* 

5-0 

1.44 

.87 

.78 

(10) 


4- 

!  \ 


TABLE  5 


STAR    STRUTS 

TWO  ANGLES,    UNEQUAL  LEGS 


TOTAL  SECTION. 

Axis  CC. 

SIZE. 

AXES  AA  AND  BB. 

Weight. 

Area. 

I 

r 

6x4x  f 

40.0 

11.72 

48.97 

2.04 

x& 

36.2 

10.62 

44.85 

2.o6 

X   J 

32.4 

9-50 

40-57 

2.07 

xA 

28.6 

8.36 

36.13 

2.08 

x  I 

24.6 

7.22 

3L52 

2.09 

For  I  and  r  about  axis  AA,  see 

4X3X  \ 

22.2 

6.50 

12.32 

1.38 

Table  3. 

x£ 

IQ.6 

5-74 

11.07 

1-39 

xf 

17.0 

4.96 

9-74 

1.40 

For  I  and  r  about  axis  BB,  see 

x& 

14.2 

4.l8 

8-33 

I.4I 

Table  i. 

3X2JX& 

15-2 

4.44 

4.90 

1.05 

x| 

13.2 

3.84 

4-35 

1.  06 

x& 

II.O 

3-24 

3-75 

1.  08 

y    1 

Q.O 

2.62 

3.10 

1.00 

(II) 


TABLE  6 


,   L.        J 

r     T 

UNEQUAL  LEGS, 

Axis  AA. 

SIZE. 

f  "  b.  to  b. 

A"  b.  to  b. 

\"  b.  to  b. 

Weight. 

Area. 

I 

r 

I                    r 

I 

r 

7X3*X  f 

9Q.6 

29.24 

374-43 

3-58 

379-59 

3.60 

384.81 

3-63 

xH 

92.0 

27.00 

343-67 

3-57 

348.40 

3-59 

353-19 

3.62 

x  I 

84.0 

24.68 

311.10 

3-55 

3I5-38 

3-57 

3J9-71 

3-60 

x& 

76.0 

22.36 

280.28 

3-54 

284.13 

3-56 

288.02 

3-59 

x  i 

68.0 

2O.OO 

249.34 

3-53 

252-75 

3-55 

256.21 

3-58 

x& 

60.0 

17.60 

217.36 

3-5i 

220.33 

3-54 

223-34 

3-56 

i"  b.  to  b. 

Ty  b.  to  b. 

f  "  b.  to  b. 

6X4X  £ 

94.4 

27.76 

233.01 

2.90 

236.86 

2.92 

240.77 

2-95 

xft 

87.2 

25.64 

213.69 

2.89 

217.22 

2.91 

220.79 

2-93 

x  I 

80.0 

23-44 

I93-J4 

2.87 

196.31 

2.89 

J99-54 

2.92 

x& 

72.4 

21.24 

173.86 

2.86 

176.71 

2.88 

179.61 

2.91 

x  i 

64.8 

19.00 

.  154-59 

2.85 

157.12 

2.88 

159.69 

2.90 

x^ 

57-2 

16.72 

134-53 

2.84 

136.72 

2.86 

i38-95 

2.88 

x  I 

49.2 

14.44 

115.46 

2.83 

H7-33 

2.85 

119.24 

2.87 

5X3ix  | 

67.2 

19.68 

113.67 

2.40 

"5-93 

2-43 

118.23 

2-45 

x& 

60.8 

17.88 

102.37 

2-39 

104.41 

2.42 

106.48 

2.44 

x  i 

54-4 

16.00 

90.94 

2.38 

92.74 

2.41 

94-57 

2-43 

x^ 

48.0 

14.12 

79.09 

2-37 

80.65 

2-39 

82.24 

2.41 

x  I 

41.6 

12.20 

67.84 

2.36 

69.18 

2.38 

7°-54 

2.40 

x& 

34-8 

10.24 

56-52 

2-35 

57-63 

2-37 

58.75 

2.40 

4X3X& 

49.2 

14.48 

53-7° 

i-93 

55-°5 

!-95 

56.43 

1.97 

x  1 

44.4 

13.00 

47.72 

1.92 

48.92 

i-94 

50.14 

1.96 

x^ 

39-2 

11.48 

4i-39 

1.90 

42.42 

1.92 

43-48 

!-95 

x  f 

34-0 

9.92 

35-42 

1.89 

36-30 

1.91 

37.20 

1.94 

x& 

28.4 

8.36 

29.56 

1.88 

30.29 

1.90 

31.04 

1-93 

3X2^X   i 

34-0 

IO.OO 

20.98 

i-45 

21.69 

1.47 

22.42 

1.50 

x& 

30.4 

8.88 

18.36 

1.44 

18.98 

1.46 

19.62 

1.49 

x  I 

26.4 

7.68 

15.68 

i-43 

16.21 

i-45 

l6-75 

1.48 

x& 

22.  0 

6.48 

12.89 

1.41 

J3-33 

i-43 

J3-77 

1.46 

x  i 

18.0 

5-24 

10.29 

1.40 

10.64 

1.42 

10.99 

i-45 

2^X2X   | 

21.2 

6.20 

9.29 

1.22 

9.67 

1-25 

10.06 

1.27 

x& 

18.0 

5.24 

7-74 

1.22 

8.05 

1.24 

8-37 

1.26 

x  i 

14.8 

4.24 

6.15 

1.  2O 

6.40 

1.23 

6.65 

1.25 

x& 

II.  2 

3.24 

4-58 

I.I9 

4-76 

1.  21 

4-95 

1.24 

(12) 


TABLE  6   {Continued) 


ANGLES,   LACED 

LONG  LEGS   OUTSTANDING 


Axis  AA. 

f  "  b.  to  b. 

i"  b.  to  b. 

I"  b.  to  b. 

i"  b.  to  b. 

I 

r 

I 

r 

I 

r 

I 

r 

395-41 

3.68 

406.24 

3-73 

417-30 

3-78 

428.59 

3-83 

362.91 

3-67 

372-85 

3-72 

382.99 

3-77 

393-35 

3.82 

328.50 

3-65 

337-49 

3-7° 

346.67 

3-75 

356-05 

3-80 

295.94 

3-64 

304.02 

3-69 

312.29 

3-74 

320.72 

3-79 

263.24 

3-63 

270.42 

3-68 

277.76 

3-73 

285.26 

3-78 

229.46 

3.61 

235-7I 

3-66 

242.11 

3-7i 

248.64 

3-76 

A"  b.  to  b. 

\"  b.  to  b. 

'f  "  b.  to  b. 

f  "  b.  to  b. 

244-73 

2-97 

248.75 

2.99 

256.94 

3-04 

265-35 

3-09 

224.42 

2.96 

228.10 

2.98 

235-60 

3-03 

243-3° 

3.08 

202.81 

2.94 

206.13 

2-97 

212.90 

3.01 

219.86 

3.06 

182.55 

2-93 

185-53 

2.96 

191.61 

3-oo 

197.86 

3-05 

162.29 

2.92 

164.93 

2-95 

170-33 

2-99 

I75-87 

3-°4 

141.21 

2.91 

143-50 

2-93 

148.19 

2.98 

i53-oo 

3-03 

121.17 

2.90 

123.14 

2.92 

127.14 

2-97 

131.27 

3-02 

120.57 

2.48 

122.95 

2.50 

127.83 

2-55 

132-85 

2.60 

108.58 

2.46 

110.72 

2.49 

115.10' 

2-54 

119.63 

2-59 

96-43 

2.46 

98-33 

2.48 

102.21 

2-53 

106.22 

2-58 

83.86 

2.44 

85-5i 

2.46 

88.88 

2.51 

92-36 

2.56 

71.92 

2-43 

73-33 

2-45 

76.21 

2.50 

79.19 

2-55 

59-90 

2.42 

61.07 

2.44 

63.46 

2-49 

65-94 

2-54 

57.83 

2.OO 

59-27 

2.02 

62.22 

2.07 

65-29 

2.12 

51-38 

1.99 

52-65 

2.01 

55-27 

2.06 

57-99 

2.  II 

44-56 

1.97 

45-66 

1-99 

47-93 

2.04 

50.29 

2.09 

38.12 

I.96 

39.06 

1.98 

41.00 

2-03 

43.01 

2.08 

31.80 

i-95 

32-58 

1.97 

34-19 

2.O2 

35-87 

2.07 

23-i7 

1.52 

23-95 

i-55 

25-55 

1.  60 

27-23 

1.65 

20.28 

i-5i 

20.95 

i-54 

22.35 

i-59 

23.82 

1.64 

I7-3I 

1.50 

17.88 

»-53 

19.08 

1.58 

20.33 

1.63 

14.23 

1.48 

14.70 

»-S" 

15.68 

1.56 

16.72 

1.61 

11.36 

1.47 

"•73 

1.50 

12.51 

*«5S 

J3-33 

i.  60 

10.46 

1.30 

10.87 

1.32 

"•73 

1.38 

12.64 

1-43 

8.71 

1.29 

9-°5 

1-31 

9-76 

1.36 

10.52 

1.42 

6.91 

1.28 

7.19 

1.30 

7-75 

i-35 

8-35 

1.40 

5-14 

1.26 

5-35 

1.28 

5-77 

i-33 

6.21 

1.38 

(13) 


u 
r"    n" 


TABLE  7 


FOUR 

EQUAL 


Axis  AA 

SIZE. 

TOTAL  SECTION. 

i"  b.  to  b. 

iV"  b.  to  b. 

\"  b.  to  b. 

Weight. 

Area. 

I 

r 

I 

r 

I 

r 

8x8x1 

204.0 

6O.OO 

748.37 

3-53 

758.oi 

3-55 

767.78 

3-58 

xtf 

192.0 

56.48 

698.13 

3-52 

707.10 

3-54 

716.19 

3-56 

x  I 

iSo.O 

52.92 

651-05 

3-51 

659.40 

3-53 

667.85 

3-55 

xif 

168.0 

49.36 

604.26 

3-5o 

611.98 

3-52 

619.80 

3-54 

x  1 

155.6 

45.76 

557-57 

3-49 

564.67 

3.51 

57I-87 

3-54 

xft 

143.2 

42.12 

508.81 

3-48 

515-27 

3-5° 

521.81 

3-52 

x  f 

130.8 

38.44 

462.33 

3-47 

468.18 

3-49 

474.10 

3.51 

x^ 

118.0 

34.72 

4I5-93 

3-46 

421.17 

3-48 

426.47 

3-5° 

x  * 

105.6 

31.00 

369-75 

3-45 

374-38 

3-48 

379.08 

3-5° 

6x6x  | 

114.8 

33.76 

243.28 

2.68 

247.47 

2.71 

251.72 

2-73 

xft 

106.0 

3LI2 

221.58 

2.67 

225.38 

2.69 

229.24 

2.71 

x  f 

96.8 

28.44 

201.21 

2.66 

204.64 

2.68 

208.14 

2.71 

x& 

87.6 

25.72 

180.88 

2.65 

183.96 

2.67 

187.09 

2.70 

x  1 

78.4 

23.00 

I59-85 

2.64 

162.56 

2.66 

165-31 

2.68 

Xik 

68.8 

20.24 

139.80 

2.63 

142.16 

2.65 

144.56 

2.67 

x  1 

59-2 

17.44 

119.80 

2.62 

121.81 

2.64 

123.86 

2.66 

$•"  b.  to  b. 

Ty  b.  to  b. 

|"  b.  to  b. 

4X4X  f 

62.8 

18.44 

60.50 

1.81 

62.08 

1.83 

63-69 

1.86 

x& 

57-2 

16.72 

54.28 

1.80 

55.69 

1.83 

57-13 

1.85 

x  i 

51-2 

15.00 

47-79 

1.78 

49.02 

1.81 

50.29 

1.83 

xrV 

45.2 

13.24 

41.74 

1.78 

42.82 

i.  80 

43-92 

1.82 

x  f 

39.2 

11.44 

35-75 

1.77 

36.66 

1.79 

37.60 

r.8i 

x& 

32.8 

9.60 

29.72 

1.76 

30.48 

1.78 

31-25 

i.  80 

3X3X  i 

37.6 

11.00 

21.12 

i-39 

21.86 

1.41 

22.62 

i-43 

XA 

33-2 

9.72 

18.37 

i-37 

19.01 

1.40 

19.67 

1.42 

x  f 

28.8 

8.44 

15-73 

1.37 

16.28 

1.39 

16.84 

1.41 

x& 

24.4 

7.12 

13.09 

1.36 

J3-54 

1.38 

14.00 

1.40 

x  i 

19.6 

5.76 

10.32 

i-34 

10.68 

1.36 

11.04 

1.38 

2jX2iX^ 

27.2 

8.00 

10.99 

1.17 

n-45 

1.20 

n-93 

1.22 

x  f 

23.6 

6.92 

9:34 

1.16 

9-73 

I.I9 

10.13 

1.  21 

x& 

20.0 

5-88 

7.80 

MS 

8.12 

1.18 

8.46 

1.20 

x  i 

16.4 

4.76 

6.  20 

1.14 

6-45 

1.16 

6.72 

I.I9 

x& 

I2.4 

3-60 

4-59 

1-13 

4-78 

I-I5 

4-97 

1.18 

2X2X& 

16.0 

4.60 

4.16 

•95 

4-38 

.98 

4.61 

I.OO 

x  i 

12.8 

3.76 

3-32 

-94 

3-49 

.96 

3-67 

•99 

x& 

10.0 

2.88 

2.51 

•93 

2.64 

.96 

2-77 

.98 

(14) 


ANGLES,   LACED 
LEGS 


TABLE  7    {Continued} 


Axis  AA. 

|  "  b.  to  b. 

\"  b.  to  b. 

I"  b.  to  b. 

i"  b.  to  b. 

I 

r 

I 

r 

i 

r 

i 

r 

787.67 

3-62 

808.02 

3-67 

828.84 

3-72- 

850.13 

3-76 

734-7° 

3-6i 

753-65 

3-65 

773-03 

3-70 

792.87 

3-75 

685.06 

3-6o 

702.68 

3-64 

720.71 

3-69 

739-i6 

3-74 

635-73 

3-59 

652.04 

3-63 

668.74 

3-68 

685.82 

3-73 

586.52 

3-58 

601.52 

3-63 

616.89 

3-67 

632.61 

3-72 

535-M 

3.56 

548.79 

3-6l 

562.78 

3-66 

577-09 

3-7o 

486.17 

3-56 

498.53 

3-60 

511.20 

3-65 

524-17 

3-69 

437.28 

3-55 

448.37 

3-59 

459-72 

3-64 

471-35 

3-68 

388.66 

3-54 

398.48 

3-59 

408.53 

3-63 

418.84 

3-68 

260.42 

2.78 

269.38 

2.82 

278.60 

2.87 

288.10 

2.92 

237-M 

2.76 

245-29 

2.81 

253-67 

2.86 

262.31 

2.90 

215.29 

2-75 

222.66 

2.80 

230.25 

2-85 

238.07 

2.89 

!93-49 

2.74 

20O.09 

2-79 

206.89 

2.84 

213.90 

2.88 

I70-95 

2-73 

176.77 

2-77 

182.77 

2.82 

188.95 

2.87 

149.47 

2.72 

154-54 

2.76 

J59-77 

2.81 

l65-i5 

2.86 

128.05 

2.71 

*32-37 

2-75 

136-83 

2.80 

141-43 

2-85 

Ty  b.  to  b. 

i"  b.  to  b. 

|"  b.  to  b. 

f  "  b.  to  b. 

65-34 

1.88 

67.03 

1.91 

70-51 

1.96 

74.14 

2.01 

58.61 

1.87 

60.12 

1.90 

63.24 

1.94 

66.48 

1-99 

51-59 

1.85 

52-91 

1.88 

55-65 

i-93 

58-51 

1.97 

45-05 

1.84 

46.20 

1.87 

48.59 

1.92 

51.08 

1.96 

38.56 

1.84 

39-54 

1.86 

41.58 

1.91 

43-7° 

i-95 

32-05 

1.83 

32.86 

1-85 

34-54 

1.90 

36-3° 

1.94 

23.40 

1.46 

24.20 

1.48 

25.86 

J-53 

27.61 

1.58 

20.34 

i-45 

21.04 

1.47 

22.49 

1.52 

24.01 

i-57 

17.41 

1.44 

18.01 

1.46 

19.24 

i-5i 

^o-55 

1.56 

14.48 

i-43 

14.97 

i-45 

16.00 

1.50 

17.08 

i-55 

11.42 

1.41 

11.80 

1-43 

12.  6l 

1.48 

13.46 

i-53 

12.42 

1-25 

12.93 

1.27 

!3-99 

1.32 

15.11 

!-37 

IO-55 

1.23 

10.98 

1.26 

u.88 

J-31 

12.83 

1-36 

8.80 

1.22 

9.16 

1.25 

9.91 

1.30 

10.71 

!-35 

6-99 

1.  21 

7.28 

1.24 

7.87 

1.29 

8-51 

i-34 

5-J7 

1.20 

5-38 

1.22 

5-82 

1.27 

6.28 

1.32 

4.84 

1.03 

5-o8 

1.05 

5-59 

I.IO 

6.14 

1.16 

3-86 

I.OI 

4-05 

1.04 

4.46 

1.09 

4.90 

1.14 

2.91 

I.OI 

3-o6 

1.03 

3-36 

i.  08 

3-69 

1-13 

«   S 
§    2 


00 

W 
PQ 


°*  M    S" 

t^    t^-  O 


.      O        <"O     **•      O 

VO       VO     Tf      Tt 


ON 
Tj- 


ON     <N      *>•     M      IT) 


M      O      ON  00 


% 

od 


O      ON    t^  vO     u-> 


ON 
co 


^-    «    ro  f*5   «*    «    t/i         oONvot^fO 
ONOOl>.vO^Ovorl-  10    Tf     ^     PO    fj 


£ 


ONOOt^.to 


<N   rj-  CO  vO   ON  OO  vo 

co  ^j-  ^-  *o  w  co  o 


'd-rOWMO 


rO-3-voOOCOCO 


-3-voO 
'tPOO 


od  4  6 


OOOOONOTj- 
VOOOOMNN 


^  t^  T*-  <S  O 
(N  N  N  N  N 


vq  q  q  q  o  q 

O\  N  ^  vO  00  O 
O>  O  00  l>  vO  vo 


JiL 

i 


X    X    X    X    X    X 


xxxxxxx       xxxxxx 

•^-  HN 

X 


(16) 


TABLE   9     (Continued  on  pp.  18  and  19) 

POUR   ANGLES,  LACED 

UNEQUAL  LEGS,  LONG ,  LEGS  OUTSTANDING 


SIZE. 

TOTAL  SECTION. 

Axis  ED. 

7i"  b.  to  b. 

8£"  b.  to  b. 

iol"  b.  to  b. 

Weight. 

Area. 

I 

r 

I 

r 

I                  r 

7X3*x  f 
xH 
x  I 
x& 
x  * 

6x4  x  I 
xft 
x  I 
x& 
x  * 
x& 
x  } 

5X3}X  f 
x& 
x  * 
x& 
x  i 
x& 

4x3  x& 

xi 

x^ 
x| 
xA 

3X2JX   i 

x& 
x  I 
x* 

x  i 

9Q.6 
92.0 
84.0 
76.0 

68.0 
60.0 

94.4 
87.2 
80.0 
72.4 
64.8 
57-2 
49.2 

67.2 
60.8 

54-4 
48.0 
41.6 
34-8 

49.2 
44.4 
39-2 
34-0 
28.4 

34-0 
30.4 
26.4 

22.0 

18.0 

29.24 
27.OO 
24.68 
22.36 
20.00 
17.60 

27.76 
25-64 
23.44 
21.24 
19.00 
16.72 
14.44 

19.68 
17.88 

16.00 
14.12 

12.20 
IO.24 

14.48 
13.00 
11.48 
9.92 
8.36 

10.00 

8.88 
7.68 
6.48 
5.24 

266.85 
249.83 
233.00 
214.03 
194.06 
174.20 

3.02 
3-°4 
3-07 
3-°9 
3.12 

3-!5 

334-12 

312.35 

290.70 
266.64 
241.42 
216.28 

3.38 
3-40 
3-43 
3-45 
3-47 
3-51 

553-71 
516.20 

478-52 
437.70 
395-22 
352-68 

4-35 
4-37 
4.40 
4.42 

4-45 
4-48 

8V'  b.  to  b. 

io£"  b.  to  b. 

313-68 
293.36 
273.12 
250.61 
227.00 
203.38 
177.81 

3-36 
3.38 
3-4i 
3-43 
3-46 
3-49 
3-51 

488.93 
456.12 

423-15 
387-30 
349-95 
312.45 
272.51 

4.20 
4.22 

4-25 
4.27 
4.29 
4-32 
4-34 

7i"  b.  to  b. 

8}"  b.  to  b. 

io±".  b.  to  b. 

173.61 
1  59-99 
145-25 
130-83 
114.62 

97-59 

2-97 
2.99 
3.01 
3-°4 
3-07 
3-°9 

217.71 
200.32 
181.58 
163.20 
142.77 
121.38 

3-33 
3-35 
3-37 
3-40 
3-42 
3-44 

362.35 
332.45 
300.46 
268.96 
234.64 
198.90 

4-29 
4-31 
4-33 
4.36 
4-39 
4.41 

6£"  b.  to  b. 

8i"  b.  to  b. 

ioj"  b.  to  b. 

94.04 
85.81 

77-63 
68.20 

58-43 

2-55 
2-57 
2.60 
2.62 
2.64 

l65-95 
150.82 

135-64 
118.68 
101.26 

3-39 
3-4i 
3-44 
3-46 
3-48 

275.27 
249.49 
223.46 
194.96 
165.88 

4-36 
4-38 
4.41 

4-43 
4-45 

Si"  b.  to  b. 

~8i"  b.  to  b. 

ioi"  b.  to  b. 

45.20 

40.95 
36.12 

3i-37 
25-85 

2.13 

2.15 
2.17 

2.20 
2.22 

119.11 

107.07 

93-73 
80.50 
65.87 

3-45 
3-47 
3-49 
3-52 
3-55 

196.61 
176.25 
153-86 
I3L63 
107.43 

4-43 
4-45 
4-48 
4oi 
4-53 

(17) 


L 

r 


j 


TABLE  9     {Continued) 


FOUR   ANGLES, 

UNEQUAL   LEGS,   LONG 


Axis  BB. 

SIZE. 

i2£"  b.  to  b. 

i  Si"  b.  to  b. 

i8£"  b.  to  b.      2ii"  b.  to  b. 

Weight. 

Area. 

I 

r 

I 

r 

I 

r                   I 

r 

'  7X3*X  f 

9Q.6 

29.24 

831.78 

5-33 

J358-54 

6.82 

2016.88 

8.31 

2806.80 

9.80 

xft 

92.0 

27.00 

774-os 

5-35 

1262.08 

6.84 

1871.60 

8-33 

2602.63 

9.82 

x  I 

84.0 

24.68 

715-69 

5-39 

1164.00 

6.87 

!723-37 

8.36 

2393.81 

9-85 

x& 

76.0 

22.36, 

653-47 

5-41 

1060.98 

6.89 

1569.11 

8.38 

2177.86 

9-87 

x  } 

68.0 

20.00 

589.02 

5.43 

954-72 

6.91 

1410.42 

8.40 

1956.12 

9^9 

x& 

60.0 

17.60 

524.28 

5-46 

847.68 

6-94 

1250.28 

8-43 

1732.08 

9.92 

12!"  b.  tob. 

151"  b.  to  b. 

i8i"  b.  to  b. 

2ii"  b.  to  b. 

6x4x  J 

94.4 

27.76 

741.27 

5.i7 

1223.88 

6.64 

1831.40 

8.12 

2563-85 

9.61 

xft 

87.2 

25.64 

690.21 

5.i9 

II37-5° 

6.66 

1700.17 

8.14 

2378.22 

9-63 

x.f 

80.0 

23-44 

638.56 

5.22 

1049.58 

6.69 

1566.08 

8.17 

2188.06 

9.66 

x& 

72.4 

21.24 

583-35 

5-24 

957.06 

6.71 

1426.36 

8.19 

1991.24 

9.68 

1    x  i 

64.8 

19.00 

526.08 

5.26 

861.52 

6-73 

1282.47 

8.22 

1788.91 

9.70 

xA 

57-2 

16.72 

468.44 

5-29 

765.14 

6.76 

1137.08 

8.25 

1584.25 

9-73 

x  I 

49.2 

14.44 

407.81 

5-3i 

664.91 

6.79 

987.00 

8.27 

1374.06 

9-75 

i2|"  b.  to  b. 

i5i"  b.  to  b. 

i8J"  b.  to  b. 

2ii"b..tob. 

5X3*X  | 

67.2 

19.68 

546.36 

5-27 

896.17 

6-75 

1334-55 

8.23 

1861.48 

9-73 

x& 

60.8 

17.88 

5oo-35 

5-29 

819.24 

6-77 

1218.59 

8.26 

1698.40 

9-75 

x  1 

54-4 

16.00 

45I«34 

5-31 

737-66 

6.79 

1095.98 

8.28 

1526.30 

9-77 

x^ 

48.0 

14.12 

402.96 

5-34 

656.91 

6.82 

974.40 

8.3I 

!355-43 

9.80 

x  f 

41.6 

12.20 

350-91 

5.36 

571.06 

6.84 

846.10 

8-33 

1176.05 

9.82 

x& 

34.8 

10.24 

296.90 

5.38 

482.29 

6.86 

7J3-77 

8-35 

991.32 

9.84 

i2i"b.  tob. 

i  Si"  t>.  to  b. 

i8i"  b.  to  b. 

2ii"  b.  to  b. 

4x3  x& 

49-2 

14.48 

413-56 

5-34 

675.28 

6.83 

1002.17 

8-32 

1394.21 

9.81 

x| 

44.4 

13.00 

374-i6 

5-36 

609.92 

6.85 

904.17 

8-34 

1256.93 

9-83 

x^ 

39-2 

11.48 

334-24 

5-40 

543-47 

6.88 

804-35 

8-37 

1116.89 

9.86 

x| 

34-0 

9.92 

291.08 

5-42 

472.47 

6.90 

698.50 

8-39 

969.17 

9.88 

x& 

28.4 

8.36 

247.23 

5-44 

400.59 

6.92 

59I-58 

8.41 

820.18 

9.90 

12!"  b.  to  b. 

iSi"  b.  to  b. 

i8i"  b.  to  b. 

3X2}X   | 

34-0 

10.00 

294.11 

5-42 

477.86 

6.91 

706.61 

8.41 

x& 

30.4 

8.88 

263.18 

5-44 

426.88 

6-93 

630-55 

8-43 

x  f 

26.4 

7.68 

229'35 

5-46 

371-40 

6-95 

548.00 

8-45 

x& 

22.0 

6.48 

I95-72 

5-50 

3*6.15 

6-99 

465-74 

8.48 

x  i 

18.0 

5-24 

159.46 

5.52 

257.16 

7.01 

378.44 

8.50 

(18) 


TABLE  9    {Continued) 


LACED 

LEGS  OUTSTANDING 


Axis  BB. 

241"  b.  to  b. 

28i"  b.  to  b. 

32|"  b.  to  b. 

36i"  b.  to  b. 

i 

r 

I 

r 

i 

r 

i 

r 

3728.30 

11.29 

5161.64 

13.29 

6828.91 

15.28 

8730.09 

17.28 

3455-I5 

11.31 

4780.85 

I3-31 

6322.55 

X5-30 

8080.25 

I7-30 

3I75-30 

H-34 

4390-05 

13-34 

5802.24 

'5-33 

7411.87 

17-33 

2887.24  ,  11.36 

3989-58 

I3-36 

5270.81 

X5-3S 

6730-92 

17-35 

2591.82  !  11.38 

3579-42 

I3-38 

4727-02 

'5-37 

6034.62 

17-37 

2293.08  '  11.41 

3164.28 

i3-4i 

4176.28 

15.40 

5329-08 

17.40 

24}"  b.  to  b. 

28}"  b.  to  b. 

32i"  b.  to  b. 

36i"  b.  to  b. 

3421.22  ii.  10 

4758.70 

13.09 

6318.25 

I5-og 

8099.89 

17.08 

3171-65 

II.  12   4409.04 

13.11 

5851-55 

15.11 

7499.17 

17.10 

29J5-52 

11.15  4049-55 

I3-J4 

537i-io 

!5-i4 

6880.16 

I7-I3 

2651.70 

11.17   3680.99 

13.16 

4880.20 

15.16 

6249-33 

i7-!5 

2380.86 

11.19 

3303-  1  2 

13.18 

4377-38 

15.18 

5603.64 

17.17 

2106.67 

11.23 

2920.26 

13.22 

3867.62 

15.21 

4948-73 

17.20 

1826.11 

11.25 

2529.91 

13.24 

3349-24 

15-23 

4284.08 

17.22 

24V  b.  to  b. 

28!"  t>.  to  b. 

2476.97 

11.22 

3435-39 

13.21 

2258.67 

11.24 

3130-85 

13-23 

2028.62 

11.26 

2810.38 

!3-25 

1709.99 

11.29 

2491.59 

13.28 

1560.90 

II.3I 

2159-43 

13-30 

1314.96 

n-33 

1818.15 

!3-32 

24i"  b.  to  b. 

1851.42 

11.31 

i668.!8 

"•33 

1481.09 

11.36 

1284.47 

11.38 

1066.40 

11.40 

(19) 


L-  1  -1 

rT" i 


TABLE  10 


FOUR    ANGLES, 

EQUAL 


SIZE. 

"OTAL  SECTION. 

Axis  BB. 

i6|"  b.  to  b. 

18}"  b.  to  b. 

2i}"  b.  to  b. 

Weight. 

Area. 

I 

r 

I 

r 

I 

r 

i 

r 

8x8x  i 
x& 
x  I 
x« 
x  i 
xft 
x  f 
x& 
x  i 

6x6x  £ 
xtf 

x  f 
x& 
x  i 
x& 
x  i 

4X4X  | 
x& 
x  i 
xA 
x  f 
x& 

3X3X  i 
x& 
x  1 
x& 
x* 

2^X2jX^ 

x| 
x& 
xl 
x£ 

204.0 
192.0 
iSo.O 

168.0 

155-6 
143.2 
130.8 
118.0 
105.6 

114.8 
106.0 
96.8 
87.6 
78.4 
68.8 
59-2 

62.8 

57-2 
51-2 
45-2 
39-2 
32.8 

37-6 
33-2 
28.8 
24.4 
19.6 

27.2 
23.6 

20.0 

16.4 
12.4 

60.00 
56.48 
52.92 
49.36 
45-76 
42.12 
38.44 
34-72 
3I.OO 

33.76 
3LI2 
28.44 
25.72 
23.00 
20.24 
17.44 

18.44 
16.72 
15.00 
13.24 
11.44 
9.60 

11.00 
9-72 

8.44 
7.12 
5.76 

8.00 
6.92 
5-88 
4-76 
3-60 

•  1    *' 

2430.38 
2310.06 
2179.25 
2046.31 
1909.89 
1774-88 
1630.76 
1483.00 
1332-95 

6.36 
6.40 
6.42 
6.44 
6.46 
6.49 
6.5I 

6-54 
6.56 

3093.72 

2937-45 
2768.94 
2598.06 
2423.00 

2249-39 
2065.16 
1876.57 
1685.44 

7.l8 
7.21 
7-23 
7-25 
7.28 

7-31 
7-33 
7-35 
7-37 

4444.62 
4214.18 
3968.37 
37J9-77 
3465-64 
3212.88 
2946.78 
2674.96 
2400.15 

8.61 
8.64 
8.66 
8.68 
8.70 

8-73 
8.76 
8.78 
8.80 

i2£"b.tob. 

i  Si"  b.  to  b. 

1  8}"  b.  to  b. 

21}"  b.  to  b. 

787.16 

734-94 
677.68 
618.41 

559-99 
497.14 
432.20 

4-83 
4.86 
4.88 
4.90 

4-93 
4.96 

4-98 

1265.98 
1178.89 
1084.96 
988.15 

892-53 
790.88 
686.26 

6.12 

6.15 
6.18 
6.  20 
6.23 
6.25 
6.27 

I933-92 

1797.40 
1651.91 
1502.42 
1354-48 
1198.62 
1038.64 

7-57 
7.60 
7.62 
7.64 
7.67 
7.70 
7.72 

2753-78 

2555-95 
2346.84 
2132.43 
1919.94 
1697.43 
1469.50 

9-°3 
9.06 
9.08 
9.11 
9.14 
9.16 
9.18 

8J"  b.  to  b. 

io£"  b.  to  b. 

12}"  b.  to  b. 

194.82 
.179.00 
163.61 
146.30 
128.09 
108.89 

3-25 
3-27 
3-3° 
S-S2 
3-35 
3-37 

306.39 

280.75 

255-69 
228.03 
199.11 
168.82 

4.08 
4.10 
4-13 
4-15 
4.17 
4.19 

468.48 
428.39 
389.04 
346.26 
3QI-73 
255-32 

5-°4 
5.06 

5-09 
5-11 

5-i4 
5.16 

.    .    . 

6i"b.tob. 

8i"  b.  to  b. 

ioi"  b.  to  b. 

12}"  b.  to  b. 

68.09 
61.18 

54-05 

46.37 
38.41 

2-49 
2.51 

2-53 
2-55 
2.58 

121.17 
108.43 

95-37 
81.48 
67.12 

3-32 
3-34 
3-36 
3-38 
3-4i 

202.46 
180.65 
158.41 

!34-95 
110.72 

4.29 
4-31 
4-33 
4-35 
4-38 

3°5-75 
272.31 

238-34 

202.66 

165.84 

5-27 
5-29 

5-31 
5-33 
5-37 

5i"b.tob. 

8}"  b.  to  b. 

ioi"  b.  to  b. 

12$"  b.  to  b. 

35-49 
3I-32 
27.16 
22.42 
17.48 

2.  II 

2.13 

2-15 
2.17 

2.  2O 

93-95 
82.28 
70.77 

57-99 
44.68 

3-43 
3-45 
3-47 
3-49 
3-52 

155-47 
!35-77 
116.46 
95.16 
73.01 

4.41 
4-43 
4^-45 
4-47 
4-50 

232-99 
203.10 

I73«9I 

141.86 
108.54 

5-40 
5-42 
5-44 
5.46 
5-49 

(20) 


TABLE  10    (Continued) 


LACED 

LEGS 


Axis  BB. 

24J"  b.  tO  b. 

28i"  b.  to  b. 

32}"  b.  to  b. 

36i"  b.  to  b. 

I 

r 

I 

r 

I 

r 

i 

r 

6065.52 

10.05 

8646.72 

12.00 

11707.92 

13-97 

15249.12 

15-94 

5745-07 

10.09 

8181.61 

12.04 

11070.00 

14.00 

14410.23 

15-97 

5405-94 

IO.II 

7693-!5 

1  2.  06 

10403.71 

14.02 

J3537-63 

J5-99 

5o63-59 

10.13 

7200;88 

1  2.  08 

9733-05 

14.04 

12660.10 

16.02 

4714.20 

10.15 

6699.27 

12.  IO 

9050.42 

14.06 

11767.65 

16.04 

4365-92 

10.18 

6198.14 

12.13 

8367-32 

14.09 

10873.46 

16.07 

4001.38 

10.20 

5676.60 

12.15 

7659-33 

14.12 

9949-59 

16.09 

3629-59 

IO.22 

5J45-46 

12.17 

6939.10 

14.14 

9010.49 

1  6.  1  1 

3254.35 

10.25 

4610.29 

12.20 

6214.23 

14.16 

8066.17 

16.13 

24i"  b.  to  b. 

28i"  b.  to  b. 

32^"  b.  to  b. 

361"  b.  tob. 

3725-56 

I0.5O 

5257-59 

12.48 

7059-7° 

14.46 

9131.89 

16.45 

3454-54 

10-54 

4870.50 

12.51 

6535-42 

14.49 

8449.30 

16.48 

3l69-75 

10.56 

4466.05 

12-53 

5989.86 

I4-51 

7741.20 

16.50 

2878.19 

10.58 

4052.56 

I2-55 

5432-70 

14-53 

7018.59 

16.52 

2588.89 

10.61 

3641.83 

12.58 

4878.77 

14.56 

6299.71 

l6-55 

2287.33 

10.63 

32I5-53 

12.60 

4305.66 

J4-59 

5557-71 

l6-57 

1978.83 

10.65 

2780.02 

12.63 

3720.74 

14.61 

4800.97 

16.59 

i  Si"  b.  to  b. 

18!"  b.  to  b. 

2ii"  b.  to  b. 

24}"  b.  tob. 

i 

780.76 

6.51 

1176.02 

7-99 

1654.27 

9-47 

2215.49 

10.96 

712.55 

6-53 

1071.94 

8.01 

1506.58 

9-49 

2016.45 

10.98 

645-31 

6.56 

969.09 

8.04    1360.36 

9-52 

1819.14 

II.OI 

573-26 

6.58 

859.84 

8.06    1206.00 

9-54 

1611.74 

11.03 

498.55 

6.60 

746.86 

8.08 

1046.64 

9-56 

J397-91 

11.05 

421.06 

6.62 

630.01 

8.10 

882.15 

9-59 

1177.50 

11.07 

i  Si"  b.  to  b. 

i8i"  b.  to  b. 

5OI-93 

6-75 

747-62 

8.24 

446.25 

6.78 

663,93 

8.27 

389.88 

6.80 

579-40 

8.29 

330-93 

6.82 

49!-23 

8.31 

270.13 

6.85 

400.33 

8-34 

(21) 


o 

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(22} 


TABLE  12 

MOMENT    OF   INERTIA    OF   ONE   PLATE   ABOUT 
AXIS    AA 


III 

J2* 

THICKNESS  OF  PLATE  IN  INCHES. 

i 

A 

1 

A 

i 

A 

i 

H 

i 

H 

1 

tt 

i 

4 

.01 

.01 

.02 

•03 

.04 

.06 

.08 

.11 

.14 

.18 

.22 

.27 

•33 

5 

.01 

.01 

.02 

•03 

•°5 

.07 

.10 

.14 

.18 

.22 

.28 

•34 

.42 

6 

.01 

.02 

•°3 

.04 

.06 

.09 

.12 

.16 

.21 

.27 

•33 

.41 

•5o 

7 

.01 

.02 

•°3 

•°5 

.07 

.10 

.14 

.19 

•25 

•31 

•39 

.48 

•58 

8 

.01 

.02 

.04 

.06 

.08 

.12 

.16 

.22 

.28 

•36 

•45 

•55 

.67 

9 

.01 

.02 

.04 

.06 

.09 

•J3 

.18 

.24 

•32 

.40 

•50 

.62 

•75 

10 

.01 

•03 

.04 

.07 

.10 

•15 

.20 

•27 

•35 

•45 

•56 

.69 

•83 

ii 

.01 

•°3 

•05 

.08 

.11 

.16 

.22 

•3° 

•39 

•49 

.61 

.76 

.92 

12 

.02 

•°3 

•°5 

.08 

•13 

.18 

.24 

•32 

.42 

•54 

.67 

.82 

I.OO 

13 

.02 

•03 

.06 

.09 

.14 

.19 

.26 

•35 

.46 

.58 

•73 

.89 

i.  08 

14 

.02 

.04 

.o5 

.10 

•i5 

.21 

.28 

•38 

•49 

•63 

.78 

.96 

1.17 

15 

.02 

.04 

.07 

.10 

.16 

.22 

•31 

.41 

•53 

.67 

.84 

1.03 

1.25 

16 

.02 

.04 

.07 

.11 

•i7 

.24 

•33 

•43 

•56 

•72 

.89 

'   1.  10 

i-33 

i7 

.02 

.04 

.07 

.12 

.18 

•25 

•35 

.46 

.60 

.76 

•95 

1.17 

1.42 

18 

.02 

•05 

.08 

•J3 

.19 

•27 

•37 

•49 

•63 

.80 

I.OO 

1.24 

1.50 

iQ 

.02 

•°5 

.08 

•J3 

.20 

.28 

•39 

•51 

.67 

•85 

i.  06 

1.30 

1.58 

20 

•°3 

•°5 

.09 

.14 

.21 

•30 

.41 

•54 

.70 

.89 

1.  12 

i-37 

1.67 

21 

•°3 

•°S 

.09 

•15 

.22 

•31 

•43 

•57 

•74 

•94 

I.I7 

1.44 

i-75 

22 

•°3 

.06 

.10 

•15 

•23 

•33 

•45 

.60 

•77 

.98 

1.23 

i-5i 

1.83 

23 

•°3 

.06 

.10 

.16 

.24 

•34 

•47 

.  .62 

.81 

1.03 

1.28 

1.58 

1.92 

24 

•°3 

.06 

.11 

•*7 

•25 

•36 

•49 

•65 

.84 

1.07 

i-34 

1-65 

2.00 

25 

•03 

.06 

.11 

•J7 

.26 

•37 

•Si 

.68 

.88 

1.  12 

1.40 

1.72 

2.08 

26 

•°3 

.07 

.11 

.18 

•27 

•39 

•53 

.70 

.91 

i.z6 

i-45 

1.79 

2.17 

27 

.04 

.07 

.12 

.19 

.28 

.40 

•55 

•73 

•95 

1.  21 

i-5i 

1-85 

2.25 

28 

.04 

.07 

.12 

.20 

.29 

.42 

•57 

.76 

.98 

1.25 

1.56 

1.92 

2-33 

29 

.04 

.07 

•r3 

.20 

•30 

•43 

•59 

•79 

1.02 

I.30 

1.62 

1.99 

2.42 

30 

.04 

.08 

•!3 

.21 

•31 

•44 

.61 

.81 

1.05 

i-34 

1.67 

2.06 

2.50 

32 

.04 

.08 

.14 

.22 

•33 

•47 

.65 

.87 

1.  12 

1-43 

1.79 

2.20 

2.67 

34 

.04 

.09 

•!5 

.24 

•35 

•5° 

.69 

.92 

1.20 

1.52 

1.90 

2-33 

2.83 

36 

•OS 

.09 

.16 

•25 

•38 

•53 

•73 

•97 

1.27 

1.61 

2.01 

2.47 

3.00 

38 

•°5 

.10 

•*7 

.27 

.40 

•56 

•77 

1.03 

i-34 

1.70 

2.12 

2.61 

3-i7 

40 

•°5 

.10 

.18 

.28 

.42 

•59 

.81 

i.  08 

1.41 

1.79 

2.23 

2-75 

3-33 

42 

•OS 

.11 

.18 

.29 

•44 

.62 

•85 

1.14 

1.48 

1.88 

2-34 

2.88 

3-5° 

44 

.06 

.11 

.19 

•31 

.46 

•65 

.90 

1.19 

i-55 

1.97 

2.46 

3.02 

3-67 

46 

.06 

.12 

.20 

•32 

.48 

.68 

•94 

1.25 

1.62 

2.06 

2-57 

3-i6 

3-83 

48 

.06 

.12 

.21 

•33 

•5° 

•7i 

.98 

1.30 

1.69 

2.15 

2.68 

3-3° 

4.00 

50 

.07 

•!3 

.22 

•35 

•52 

•74 

I.O2 

i-35 

1.76 

2.23 

2.79 

3-43 

4.17 

54 

.07 

.14 

.24 

•38 

•56 

.80 

1.  10 

1.46 

1.90 

2.4! 

3.01 

3-7i 

4-5° 

60 

.08 

•15 

.26 

.42 

•63 

.89 

1.22 

1.62 

2.  II 

2.68 

3-35 

4.12 

5.00 

(23) 


B  — 

L^\DL^IL,  1O 

—  B 
MOMENT  OF  INERTIA  OI 

~o  c  ,; 

•s'«  s 

THICKNESS  OF  PLATE  IN  INCHES 

SSc 
£&<~ 

4 

fV 

t 

TV 

i 

A 

f 

4 

i-33 

1.67 

2.00 

2-33 

2.67 

3-oo 

3-33 

5 

2.60 

3.26 

3-91 

4-56 

5-21 

5-86 

6.51 

6 

4-5° 

5.63 

6-75 

7.88 

9.00 

10.13 

11.25 

7 

7-15 

8.93 

10.72 

12.51 

14.29 

16.08 

17.86 

8 

10.67 

13-33 

16.00 

18.67 

2i-33 

24.00 

26.67 

9 

*5-*9 

18.98 

22.78 

26.58 

30-38 

34-17 

37-97 

10 

20.83 

26.04 

31-25 

36.46 

41.67 

46.88 

52.08 

ii 

27-73 

34.66 

41-59 

48.53 

55-46 

62.39 

69-32 

12 

36.00 

45.00 

54-00 

63.00 

72.00 

8  1.  oo 

90.00 

13 

45-77 

57-2i 

68.66 

80.  10 

9i-54 

102.98 

114-43 

14 

57-17 

71.46 

85-75 

100.04 

IJ4-33 

128.63 

142.92 

15 

70.31 

87.89 

105.47 

123.05 

140.63 

158.20 

175.78 

16 

85-33 

106.67 

128.00 

M9-33 

170.67 

192.00 

213.33 

17 

102.35 

127.94 

J53-53 

179.12 

204.71 

230.30 

255-89 

18 

121.50 

151.88 

182.25 

212.63 

243.00 

273-38 

303-75 

iQ 

142.90 

178.62 

214.34 

250.07 

285-79 

321-52 

357-24 

20 

166.67 

208.33 

250.00 

291.67 

333-33 

375-00 

416.67 

21 

192.94 

241.17 

289.41 

337.64. 

385.88 

434-n 

482.34 

22 

221.83 

277.29 

332-75 

388.21 

443-67 

499.J3 

554.58 

23 

253-48 

316.85 

380.22 

443-59 

506.96 

570.33 

633-70 

24 

288.00 

360.00 

432.00 

504.00 

576.00 

648.00 

720.00 

25 

325-52 

406.90 

488.28 

569.66 

651.04 

732.42 

813.80 

26 

366.17 

457-71 

549-25 

640.79 

732-33 

823.88 

915.42 

27 

410.06 

512.58 

615.09 

717.61 

820.13 

922.64 

1025.16 

28 

457-33 

57I-67 

686.00 

800.33 

914.67 

1029.00 

JI43-33 

29 

508.10 

635-13 

762.16 

889.18 

1016.21 

1143-23 

1270.26 

30 

562.50 

703-!3 

843-75 

984.38 

1125.00 

1265.63 

1406.25 

32 

682.67 

853.33 

1024.00 

1194.67 

!365-33 

1536.00 

1706.67 

34 

818.83 

1023.54 

1228.25 

1432.96 

1637.67 

1842.38 

2047.08 

36 

972.00 

1215.00 

1458.00 

1701.00 

1944.00 

2187.00 

2430.00 

38 

ii43-i7 

1428.96 

I7U.75 

2000.54 

2286.33 

2572-13 

2857.92 

40 

1333-33 

1666.67 

2000.00 

2333-33 

2666.67 

3000.00 

3333-33 

42 

!543-5° 

1929.38 

23I5-25 

2701.13 

3087.00 

3472.88 

3858-75 

44 

1774.67 

2218.33 

2662.OO 

3105.67 

3549-33 

3993.00 

4436.67 

46 

2027.83 

2534.79 

304L75 

3548-71 

4055-67 

4562.63 

5069.58 

48 

2304.00 

2880.00 

3456.00 

4032.00 

4608.00 

5184.00 

5760.00^ 

50 

2604.17 

3255-21 

3906.25 

4557-29 

5208.33 

5859-38 

6510.42 

54 

3280.50 

4100.63 

4920.75 

5740.88 

6561.00 

738i-i3 

8201.25 

60 

4500.00 

5625.00 

6750.00 

7875-00 

9000.00 

10125.00 

11250.00 

(24) 


TABLE    13  (Continued} 


ONE    PLATE    ABOUT    AXIS    BB 


THICKNESS  OF  PLATE  IN  INCHES. 

H 

1 

H 

i 

it 

;  I 

-h 

3-67 

4.00 

4-33 

4.67 

5.00 

'  5-33 

•33 

7.16 

7.81 

8.46 

9.11 

9-77 

10.42 

•65 

12.38 

13-50 

14.63 

15-75 

16.88 

18.00 

"3 

19.65 

21.44 

23.22 

25.01 

26.80 

28.58 

1.79 

29-33 

32.00 

34-67 

37-33 

40.00 

42.67 

2.67 

41.77 

45-56 

49-36 

53-i6 

56.95 

60.75 

3.80 

57-29 

62.50 

67.71 

72.92 

78.13 

83-33 

5-2i 

76.26 

83.19 

90.12 

97-05 

103.98 

110.92 

6-93 

99.00 

108.00 

117.00 

126.00 

135-0° 

144.00 

9.00 

125.87 

*37-3* 

148.76 

160.20 

171.64 

183.08 

11.44 

157.21 

171.50 

l85-79 

200.08 

214.38 

228.67 

14.29 

193-36 

210.94 

228.52 

246.09 

263.67 

281.25 

17-58 

234-67 

256.00 

277-33 

298.67 

320.00 

341-33 

21-33 

281.47 

307.06 

332-65 

358-24 

383-83 

409.42 

25-59 

334-13 

364-5° 

394.88 

425-25 

455.63 

486.00 

30-38 

392.96 

428.69 

464.41 

500.14 

535-86 

57I-58 

35-72 

458-33 

500.00 

541-67 

583-33 

625.00 

666.67 

41.67. 

530-58 

578.81 

627.05 

675.28 

723-52 

771-75 

48.23 

610.04 

665.50 

720.96 

776.42 

831.88 

887-33 

55-46 

697.07 

760.44 

823.81 

887.18 

950-55 

1013.92 

63-37 

792.00 

864.00 

936.00 

1008.00 

1080.00 

1152.00 

72.00 

895.18 

976.56 

1057.94 

1139.32 

1220.70 

1302.08 

81.38 

1006.96 

1098.50    1190.04 

1281.58 

I373-I3 

1464.67 

9J-54 

1127.67 

1230.19 

J332.7o 

1435.22 

1537-73 

1640.25 

102.52 

1257.67 

1372.00 

1486.33 

1600.67 

1715.00 

1829.33 

"4-33 

1397.29 

I524-31 

1651.34 

1778.36 

!905-39 

2032.42 

127.03 

1546.88 

1687.50 

1828.13 

1968.75 

2109.38 

2250.00 

140.63 

1877-33 

2048.00 

2218.67 

2389-33 

2560.00  |   2730.67 

170.67 

2251.79 

2456.50 

2661.21 

2865.92 

3070.63  |  3275.33 

204.71 

2673.00 

2916.00 

3159.00 

3402.00 

3645.00    3888.00 

243.00 

3I43-7I 

3429.50 

3715.29    4001.08 

4286.88 

4572-67 

285-79 

3666.67 

4000.00 

4333-33  !  4666.67 

5000.00 

5333-33 

333-33 

4244.63 

4630.50 

5016.38 

5402.25 

5/88.13 

6174.00 

385.88 

4880.33 

5324.00 

5767-67 

6211.33 

6655.00 

7098.67 

443-67 

5576.54 

6083.50 

6590.46 

7097.42 

7604.38 

8111.33 

506.96 

6336.00 

6912.00 

7488.00 

8064.00 

8640.00 

9216.00 

576.oo 

7161.46 

7812.50 

8463-54 

9114.58 

9765-63 

10416.67 

651.04 

9021.38 

9841.50 

10661.63 

11481.75 

12301.88 

13122.00 

820.13 

12375.00 

13500.00 

14625.00 

15750.00 

16875.00 

18000.00 

1125.00 

(25) 


OQ 


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B -* 


TABLE  15 

MOMENT   OP   INERTIA   OF   TWO    COVER 
PLATES   FOR    Z-BAR    COLUMNS 

ABOUT  AXIS  BB 
Thickness  of  plate  equals  thickness  of  Z-bar 


1 

N 

»N| 

|. 

THICKNESS  OF  COVER  PLATES  IN  INCHES. 

h* 

"35 

• 

A 

i|* 

•S^ 

O. 

a 

* 

d. 

I 

^ 

| 

1 

I 

8 

i 

Q 

^  rt 

6 

0 

17 

I2f 

746.14 

95°-36 

.1161.84 

1380.70 

1607.03 

6 

H 

16 

" 

702.25 

894.45 

1093.50 

1299.48 

1512.50 

6 

if 

15 

« 

.... 

658.36 

838-55 

1025.16 

I2I8.27 

1417.97 

J 

14 

u 

.... 

614.47 

782.65 

956.81 

II37-°5 

1323-44 

5 

i 

14 

iol 

332.23 

452.87 

578.59 

709.49 

845-63 

987.11 

5 

i 

13 

" 

308.50 

420.52 

537-27 

658.81 

785-23 

916.60 

5 

i 

14 

ioi 

310.45 

423-50 

541-47 

664.45 

792.52 

925-75 

5 

i 

13 

(1 

288.27 

393-25 

502.80 

616.99 

735-91 

859-63 

(28) 


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TABLE  18 


TWO   CHANNELS  LACED,    FLANGES   IN 


SIZE  OF 
CHANNEL. 

TOTAL  SECTION. 

Axis  BB. 

Axis  AA. 

^ 

j7 

.£ 

• 

| 

Jc 
M 
•« 
£ 

i 

< 

io"b.  tob. 

u"  b.  to  b. 

i2"b.  to  b. 

I 

r 

I 

r 

I 

r 

r 

r 

15 

55 

no 

32.36 

860.4 

5-16 

588.98 

4-27 

732.23 

4-76 

891.67 

5-25 

" 

50 

100 

29.42 

805.4 

5-23 

54067 

4.29 

671.50 

4.78 

817.04 

5-27 

« 

45 

90 

26.48 

750.2 

5.32 

490.36 

4.30 

608.51 

4-79 

739-91 

5.29 

" 

40 

80 

23.52 

695.0 

5-43 

437.04 

4-31 

542.10 

4.80 

658-93 

5.29 

" 

35 

70 

20.58 

640.0 

5.58 

381.90 

4-31 

473-7° 

4.80 

575-8o 

5-29 

" 

33 

66 

19.80 

625.2 

5-62 

366.73 

4-30 

454.96 

4.79 

553-09 

5-29 

9"  b.  to  b. 

10"  b.  to  b. 

ii"  b.  tob. 

12 

40 

80 

23.52 

394-0 

4.09 

348.97 

3.85 

443-71 

4.34 

550.20 

4.84 

M 

35 

70 

20.58 

358.6 

4.17 

309.91 

3-88 

393-39 

4-37 

487.15 

4.87 

it 

30 

60 

17.64 

323-4 

4.28 

268.23 

3-9° 

340.08 

4-39 

420.75 

4.88 

" 

25 

50 

14.70 

288.0 

4-43 

223.79 

3-90 

283.65 

4-39 

350.86 

4-89 

if 

20.5 

4i 

12.06 

256.2 

4.61 

181.60 

3.88 

230.39 

4-37 

285.22 

4.86 

9"    b.  tob. 

10"  b.  to  b. 

n"  b.  tob. 

10 

25 

50 

14.70 

182.0 

3-52 

228.10 

3-94 

288.81 

4-43 

356-87 

4.93 

M 

20 

40 

11.76 

I57-4 

3.66 

183-75 

3-95 

232.44 

4-45 

287.02 

4-94 

« 

15 

30 

8.92 

133.8 

3-87 

I37-57 

3-93 

174.24 

4.42 

215-37 

4.91 

8"  b.  to  b. 

9"  b.  to  b. 

10"  b.  to  b. 

9 

20 

40 

11.76 

121.  6 

3-2i 

142.05 

3-48 

185.15 

3-97 

234-13 

4.46 

M 

15 

30 

8.82 

101.8 

3-40 

106.46 

3-47 

138-74 

3-97 

!75-43 

4.46 

" 

13.25 

26.5 

7.78 

94-6 

3-49 

93-n 

3-46 

121.45 

3-95 

153-68 

4-44 

8"  b.  to  b. 

9"  b.  to  b. 

10"  b.  to  b. 

8 

16.25 

32.5 

9.56 

79.8 

2.89 

116.95 

3-50 

152-27 

3-99 

192.36 

4-49 

" 

13.75 

27-5 

s.os 

72.0 

2.98 

98.88 

3-50 

128.72 

3-99 

162.60 

4.49 

a 

11.25 

22.5 

6.70 

64.6 

3-" 

81.21 

3-48 

105.83 

3-97 

133-79 

4-47 

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,0 

•< 

vb 

- 

CM    O    ON  ON  O    O      O    to\O  vOONCOOOM      -^-lOtoHMfT 
ON  ONOO  CO    ONONOO    tor^r^r^vOO    tovOOO    OvOO 

XJ 

o 
o 

O    O-  M     to\o   to    p<-)  rf    M 
O    tovO      to  to  to    to  to    to 
CMCMCN       CMCMCM       CNCN1       CM 

POPOfOfO^OPO    rorOPnf^PO    COCOPO    fOfOfO    fj  f5  fJ 

- 

fO  ^  ^"OO    CMtoONfOCMCMOO      fOto(M      rj-  tovO      VT>  PO  Tf 
rOONtorD'^-'^-     OO    ONONCM      ^-OO    to    O    vo  to    rf  fO  fd 

OOONM        TfOOMD        OCMO 

torOONlOTl-toONM      Tl- 

totoO«OCNM       ONCMCOtoCO     ONOO     CM     O     to  ^      r^   VOOO 
ON^OIOMQ      fOONTj-OtoCNU-)CM      lOMQ      CMQOO 

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tO-^-fDtOrJ-rOfOCM      M 

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3 

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to  ONOO       CM     IO  to     O     f5   O 
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CO    -^-OtorofO    XOCMOO    vofO    ^M    Q\    "oCto    ON  to\o 
POrOPOCMCMCM      CMCMMMM      MM 

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tot^t^OOO    NO\O\O 

& 

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MMM 

HH 

*       '                                                 MIOCMCOtoCN)       CMfOCM 
torot^.     TtO    ^     O    ONM 

0    M    CO 

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to  LOO      **5  ^OO     VO    to  to 

*(N 

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M     CM    <T>  Tf  10  VO      O    M     CM    TfrvO      IOO  00      CMTtTl-OOONlH                lOlOtoMCMCOOOONlO 

1—  1 

^1-^-CMOOCM     OOTt-OCM     O    -^-00    OOOvOOOOvO              Tj-TtCNivOCMOCOOO\O 

O    tO  O    to  O    to     ^tOO    fOOO  O      CMtorOMMTJ-ONCMTf               TfOO    CM      Tf  O  \O      to  T^-     t>. 
VOQtOON^fCM       ONtOCMOOtOOOtOfOCNOONto  foO                 lOTj-Tj-rOfOCM       MM 

00  00    to\o  OvO     rorofOCMCN     MMM     MM 

SECTION. 

< 

M 

OS 

•< 

SONOONOOO     NOOTl-OvO     OONvOMOONOOOe           OOOO     -TfOO  vO     O  O     O 

ro  ^-  "^  in  moo  in  invo  i>  o  io  j>  &  t^cc  t^moto       \oNtovOMtoroOM 

(S  ONVO  roOO»coOCoT}-(S     Tj-MOO    MQOto   o\00  vo 

oo  t*if>  tovo  -^  in  PO  r^ 

j 

1 

XHOIHM 

oooooo   ooooo   ooo   oomminin        inininooo   oo  in 

OOOOO^O    OOOOw    OOO    OOO    (N^N            O\^^vOM\OOOfOO 

M  o  o>oo  t^vo  oo  t^vo  m^in^co'^-fOtN   COCNN         <SCNM   (NNM   MM   M 

M     M 

ISlZE  OK 

CHANNEL. 

LHOIH^V 

ininmm        mtnin                        in 
in                       (NNixN         iNNt^in          in<s 

inoinoinro  oinoino  inoin  oinro\oroM         TJ-NON  <r>ooo   ao  in 

•HidHQ 

in^.   v~s.~     fs  v.   >.>.».     Ov.^.     o\x.  s.    oo  ..          to,.  ^    vo  ^.         m~     ^ 

(32) 


PQ 
H 


3 


oq  oq  oq  co  oc  oq 
06  od  06  od  06  od 


O  -3- 

NO   M 


PO  0*    to  PONO  t^» 

^f  O  NO    PO  O  ^*" 

VO  PO  O  00  NO  vo 

N    o»    w    M    M  M 


00  00  00  00  00  00 


NO      O 
NO     VO 

d    O  OO  NO    ^"  PO 


oq  oq  oq  oq  oq  oq    t^- 1>.  r>.  r-.  t>- 


IOIO«N      t^OO 
»o6    6 

HH         M      PO   »O 


t^.  t^»    O    O  ^t"NO    *-i 

pooq    q  oq  q  -^t-  r^- 

O    O    O  NO    ONO    PO 


O    ^  O    O    vo  O    NO    PONO    ^"  C 


00  O   vo  vo  voO     t>.  Tf  c»    ro\O    vO   vooO 


M   o\O 
PO  M    O 


t>.  vo  vo\O    t»» 


(N    VOOO  NO    »O  VO     fO  Tf  POOO    O      C\OO     ^-  N     M    f»5 

\&    >*  \O    PO\O    M      POOCNON      ONOW  I^VOM 

M  PO  f>-  vo\o  1-1    p^  d^od  N  d    M  vood  w  ON 

NMOOOOOOOt^.  t^OO     O      t^  t^-OO  t^  Is* 

M      O     OOO     t^.NO        t^NO     VOTj-TfTj-PCM  POCI 


vO   <SOO   NOO   O 
rO  ^   M   W   C^   M 


NONvONOO  OOO 

^  ^  ^°°         *  * 


o  o 


Iqqqqqq   qqqqq   qqq   qqio 
idddddNO   O  o  O  O  H   odd   ddvd 

M  O  OvOO  t^NO   00  t^NO  1O^   lO^-ro    ^-CON 


-LHOI3  \\ 


O1OOlOOlOr<5  ^-pj 

(SN(SM(SMM  MM 


(33) 


«      TABLE  20 
-B       TWO  CHANNELS  (FLANGES  OUTSTANDING) 
AND  ONE  BEAM 


CHANNEL. 

BEAM. 

TOTAL  SEC. 

Axis  BB. 

Axis  AA. 

DEPTH. 

WEIGHT. 

a 

H 

0, 
W 

p 

WEIGHT. 

WEIGHT. 

AREA. 

I 

r 

I 

r 

15 

55 

15 

42 

I52.OO 

44.84 

875.02 

4.42 

2707.73 

7-77 

" 

« 

12 

31-5 

I4L50 

41.62 

869.90 

4-57 

1746.65 

6.48 

" 

*• 

IO 

25 

135-00 

39-73 

867.29 

4-67 

1243.72 

5-6o 

« 

" 

9 

21 

131.00 

38.67 

865-56 

4-73 

1026.18 

5-i5 

(4 

" 

8 

18 

128.00 

37.69 

864.18 

4-79 

834.02 

4.70 

" 

" 

7 

15 

125.00 

36.78 

863.07 

4.84 

665.33 

4-25 

(( 

U 

6 

12.25 

122.25 

35-97 

862.25 

4.90 

S*9-*3 

3-8o 

15 

50 

15 

42 

142.00 

41.90 

820.02 

4.42 

2492-35 

7.71 

tt 

« 

12 

3i.5 

I3L50 

38.68 

814.90 

4-59 

1599.82 

6-43 

« 

« 

10 

25 

125.00 

36.79 

812.29 

4-7° 

1135-25 

5-55 

" 

" 

9 

21 

121.00 

35-73 

810.56 

4-76 

934-68 

5-11 

« 

« 

8 

18 

IlS.OO 

34-75 

809.18 

4-83 

758.02 

4.67 

« 

« 

7 

15 

115.00 

33.84 

808.07 

4.89 

603.38 

4.22 

" 

« 

6 

12.25 

112.25 

33.03 

807.25 

4-94 

469.74 

3-77 

15 

45 

15 

42 

I32.0O 

38.96 

764.82 

4-43 

2281.22 

7-65 

" 

« 

12 

31.5 

121.50 

35-74 

759-70 

4.61 

1456.50 

6.38 

" 

« 

10 

25 

115.00 

33.85 

757-09 

4-73 

1029.78 

5-52 

tt 

" 

9 

21 

1  1  1.  00 

32.79 

755-36 

4.80 

845.94 

5-o8 

" 

tt 

8 

18 

ioS.OO 

3I.8l 

753-98 

4-87 

684-53 

4.64 

" 

tt 

7 

15 

105.00 

30.90 

752.87 

4-94 

543-67 

4.19 

II 

" 

6 

12.25 

102.25 

30.09 

752-o5 

5-oo 

422.34 

3-75 

15 

40 

15 

42 

122.00 

36.00 

709.62 

4-44 

2074.14 

7-59 

tt 

" 

12 

31.5 

111.50 

32.78 

704.50 

4.64 

1316.71 

6-34 

" 

" 

10 

25 

105.00 

30.89 

701.89 

4-77 

927.46 

5-48 

" 

" 

9 

21 

IOI.OO 

29.83 

700.16 

4.84 

760.13 

5-°5 

" 

« 

8 

18 

98.00 

28.85 

698.78 

4.92 

6i3-75 

4.61 

" 

" 

7 

15 

95.00 

27.94 

697.67 

5-0° 

486.43 

4.17 

" 

(i 

6 

12.25 

92.25 

27.13 

696.85 

5-07 

377-i8 

3-73 

15 

35 

15 

42 

112.00 

33.06 

654.62 

4-45 

1872.66 

7-53 

" 

" 

12 

31.5 

101.50 

29.84 

649-5° 

4-67 

1181.30 

6.29 

" 

« 

IO 

25 

95-00 

27.95 

646.89 

4.81 

828.75 

5-45 

" 

<( 

9 

21 

91.00 

26.89 

645.16 

4.90 

677.56 

5-02 

U 

" 

8 

18 

88.00 

25.91 

643.78 

4.98 

545-85 

4-59 

It 

U 

7 

15 

85.00 

25.00 

642.67 

5-07 

431-74 

4.16 

If 

6 

12.25 

82.25 

24.19 

641.85 

5-J5 

334-22 

3-72 

(34) 


TABLE  20  {Continued) 
TWO  CHANNELS  (FLANGES  OUTSTANDING)  AND    ONE    BEAM 


•CHANNEL. 

BEAM. 

TOTAL  SEC. 

Axis  BB. 

Axis  AA. 

Q 

1 
WEIGHT. 

DEPTH. 

WEIGHT. 

WEIGHT. 

AREA. 

I 

r 

I 

r 

15 

33 

15 

42 

I08.00 

32.28 

639.82 

4-45 

1820.21 

7-51 

" 

" 

12 

31-5 

97.50 

29.06 

634.70 

4.67 

1146.20 

6.28 

" 

" 

10 

25 

QI.OO 

27.17 

632.09 

4.82 

803.25 

5-44 

II 

« 

9 

21 

87.00 

26.11 

630.36 

4.91 

656.28 

5-oi 

" 

" 

8 

18 

84.00 

25.13 

628.98 

5-00 

528.41 

4-59 

II 

" 

7 

15 

Sl.OO 

24.22 

627.87 

5-09 

4I7-74 

4-15 

" 

« 

6 

12.25 

78.25 

23.41 

627.05 

5-18 

323-27 

3-72 

12 

40 

12 

31-5 

IH.50 

32.78 

403.50 

3-51 

1291.82 

6.28 

ii 

" 

10 

25 

105.00 

30.89 

400.89 

3-6o 

905-43 

5-41 

" 

« 

9 

21 

101.00 

29.83 

399.16 

3-66 

739-53 

4-98 

11 

" 

8 

18 

98.00 

28.85 

397.78 

3-7i 

594-59 

4-54 

u 

« 

7 

IS 

95.00 

27.94 

396.67 

3-77 

468.71 

4.10 

" 

u 

6 

12.25 

92.25 

27.13 

395-85 

3.82 

360.89 

3-65 

12 

35 

12 

31-5 

101.50 

29.84 

368.10 

3-51 

1149.78 

6.21 

" 

" 

10 

25 

95.00 

27.95 

365-49 

3-62 

801.14 

5-35 

(i 

" 

9 

21 

91.00 

26.89 

363-76 

3-68 

651.90 

4.92 

" 

« 

8 

18 

88.00 

25.91 

362.38 

3-74 

522-15 

4.49 

M 

« 

7 

15 

85.00 

25.00 

361.27 

3.80 

409.99 

4-05 

« 

«< 

6 

12.25 

82.25 

24.19 

360.45 

3.86 

3J4-43 

3-6i 

12 

30 

12 

31.5 

91.50 

26.90 

332.90 

3-52 

1012.65 

6.14 

« 

" 

10 

25 

85.00 

25.01 

330.29 

3-63 

701.03 

5-29 

« 

« 

9 

21 

81.00 

23.95 

328.56 

3-70 

568.10 

4-87 

" 

" 

8 

18 

78.00 

22.97 

327.18 

3-77 

453.18 

4-44 

« 

" 

7 

15 

75.oo 

22.06 

326.07 

3-84 

354-39 

4.01 

" 

« 

6 

12.25 

72.25 

21.25 

325-25 

3-9i 

270.72 

3-57 

12 

25 

12 

31.5 

81.50 

23.96 

297.50 

S-S2 

880.42 

6.06 

" 

u 

10 

25 

75.oo 

22.07 

294.89 

3-66 

605.08 

5-24 

" 

" 

9 

21 

71.00 

21.01 

293.16 

3-74 

488.09 

4.82 

M 

" 

8 

18 

68.00 

20.03 

291.78 

3-82 

387-65 

4.40 

II 

« 

7 

15 

65.00 

19.12 

290.67 

3-90 

301.86 

3-97 

" 

« 

6 

12.25 

62.25 

18.31 

289.85 

3-98 

229.72 

3-54 

12 

20.5 

12 

31.5 

72.50 

21.32 

265.70 

3-53 

765.64 

5-99 

" 

" 

10 

25 

66.00 

19.43 

263.09 

3-68 

522.30 

5-i8 

" 

« 

9 

21 

62.00 

18.37 

261.36 

3-77 

419.32 

4.78 

ii 

<« 

8 

18 

SQ.oo 

17.39 

259.98 

3-87 

33I-58 

4-37 

" 

« 

7 

15 

56.00 

16.48 

258.87 

3-96 

257.16 

3-95 

" 

« 

6 

12.25 

53.25 

15.67 

258-05 

4.06 

195.08 

3-53 

(35) 


•St 


TABLE  20  (Continued) 

TWO    CHANNELS    (FLANGES  OUTSTANDING) 
AND    ONE   BEAM 


CHANNEL. 

BEAM. 

TOTAL  SEC. 

Axis  BB. 

Axis  AA. 

DEPTH. 

WEIGHT. 

DEPTH. 

WEIGHT. 

WEIGHT. 

AREA. 

I 

r 

I 

r 

10 

25 

12 

31.5 

81.50 

23.96 

191.50 

2.83 

866.82 

6.01 

« 

M 

IO 

25 

75.00 

22.07 

188.89 

2-93 

593-19 

5-i8 

« 

ii 

9 

21 

71.00 

21.01 

187.16 

2.98 

477-05 

4-77 

M 

(C 

8 

18 

68.00 

20.03 

185.78 

3-05 

377-46 

4-34 

« 

" 

7 

15 

65.00 

IQ.I2 

184.67 

3-n 

292.52 

3-91 

«< 

M 

6 

12.25 

62.25 

I8.3I 

183-85 

3-17 

221.23 

3-48 

IO 

20 

12 

31.5 

7i.5o 

21.02 

166.90 

2.82 

735-16 

5-9i 

(4 

« 

10 

25 

65.00 

19.13 

164.29 

2-93 

497.78 

5.10 

« 

« 

9 

21 

6  1.  oo 

18.07 

162.56 

3-oo 

397-56 

4.69 

M 

" 

8 

18 

58.00 

17.09 

161.18 

3-07 

312.42 

4.28 

(| 

« 

7 

15 

SS.oo 

16.18 

160.07 

3-15 

240.45 

3-86 

" 

u 

6 

12.25 

52.25 

15.37 

!59-25 

3-22 

180.67 

3-43 

IO 

15 

12 

31.5 

61.50 

18.18 

I43-30 

2.81 

6I3-56 

5.81 

« 

" 

10 

25 

55.oo 

16.29 

140.69 

2.94 

410.34 

5-02 

«( 

« 

9 

21 

51.00 

15-23 

138.96 

3-02 

325-07 

4.62 

M 

« 

8 

18 

48.00 

14.25 

I37-58 

3-n 

253-46 

4.22 

«« 

" 

7 

15 

45-00 

13.34 

i36-47 

3.20 

193.61 

3.81 

" 

« 

6 

12.25 

42.25 

12-53 

I35-6S 

3-29 

144.52 

3-40 

9 

20 

10 

25 

65.00 

19.13 

128.49 

2-59 

493.82 

.5.08 

" 

" 

9 

21 

61.00 

18.07 

126.76 

2.65 

393-88 

4.67 

« 

" 

8 

18 

58.00 

17.09 

125-38 

2.71 

309.02 

4.25 

11 

" 

7 

15 

SS.oo 

16.18 

124.27 

2.77 

237-34 

3.83 

" 

" 

6 

12.25 

52.25 

15.37 

123-45 

2.83 

177.84 

3-40 

9 

15 

10 

25 

55-00 

16.19 

108.69 

2-59 

401.61 

4.98 

" 

11 

9 

21 

51.00 

15-13 

106.96 

2.66 

3I7-31 

4.58 

ii 

" 

8 

18 

48.00 

14-15 

105-58 

2-73 

246.62 

4.17 

" 

" 

7 

15 

45-00 

13.24 

104.47 

2.81 

187.64 

3.76 

" 

« 

6 

12.25 

42.25 

12.43 

103-65 

2.89 

J39-37 

3-35 

9 

13.25 

10 

25 

5i.5o 

I5.I5 

101.49 

2-59 

370-23 

4-94 

« 

(I 

9 

21 

47.50 

14.09 

99.76 

2.66 

29I-35 

4-55 

" 

« 

8 

18 

44.50 

13.11 

98.38 

2-74 

225.57 

4-15 

« 

M 

7 

15 

41.50 

12.20 

97.27 

2.82 

170.97 

3-74 

« 

" 

6 

12.25 

38.75 

11-39 

96-45 

2.91 

126.56 

3-33 

(36) 


TABLE  20   (Concluded) 


TWO    CHANNELS    (FLANGES    OUTSTANDING) 
AND    ONE   BEAM 


CHANNKI.. 

BEAM. 

TOTAL  SEC. 

Axis  BB. 

Axis  AA. 

DEPTH. 

WEIGHT. 

DEPTH. 

WEIGHT. 

WEIGHT. 

AREA. 

I 

r 

I 

r 

8 

16.25 

9 

21 

53.50 

15.87 

84.96 

2.31 

332.84 

4.58 

" 

« 

8 

18 

SO-SO 

14-89 

83.58 

2-37 

258.90 

4.17 

« 

" 

7 

15 

47.50 

13.98 

82.47 

2,43 

I97-03 

3-75 

" 

" 

6 

12.25 

44-75 

13.17 

81.65 

2.49 

146.25 

3-33 

8 

13-75 

9 

21 

48.50 

14.39 

77-16* 

2.32 

294.63 

4-52 

" 

" 

8 

18 

45.50 

13.41 

75-78 

2.38 

227.79 

4.12 

" 

" 

7 

15 

42.50 

12.50 

74.67 

2-44 

172.29 

3-71 

« 

" 

6 

12.25 

39-75 

11.69 

73-85 

2-51 

127.13 

3-30 

8 

11.25 

9 

21 

43.50 

13.01 

69.76 

2.32 

260.19 

4-47 

" 

M 

8 

18 

40.50 

12.03 

68.38 

2.38 

199.86 

4.08 

« 

" 

7 

15 

37.50 

II.  12 

67.27 

2.46 

150.17 

3-67 

" 

" 

6 

12.25 

34-75 

10.31 

66.45 

2.54 

110.14 

3-27 

7 

M.75 

8 

18 

47-50 

14.01 

58.18 

2.04 

238.21 

4.12 

« 

« 

7 

15 

44.50 

13.10 

57-07 

2.09 

180.32 

3-71 

" 

« 

6 

12.25 

4L75 

12.29 

56-25 

2.14 

I33-07 

3-29 

7 

12.25 

8 

18 

42.50 

12.53 

52.18 

2.04 

206.90 

4.06 

" 

«( 

7 

15 

39.50 

11.62 

5!-07 

2.10 

155-40 

3-66 

" 

" 

6 

12.25 

36.75 

I0.8l 

5°-25 

2.16 

113.80 

3-24 

7 

9-75 

8 

18 

37.50 

11.03 

45-98 

2.O4 

176.66 

4.00 

ti 

" 

7 

15 

34-50 

IO.I2 

44.87 

2.  II 

i3!-47 

3.60 

" 

M 

6 

12.25 

3L75 

9.31 

44-05 

2.l8 

95-43 

3.20 

6 

13 

7 

15 

41.00 

12.06 

37-27 

I.76 

161.62 

3-66 

a 

M 

6 

12.25 

38.25 

11.25 

36.45 

1.  80 

118.44 

3-24 

6 

10.5 

7 

15 

36.00 

10.  60 

32-87 

1.76 

136.99 

3-59 

n 

" 

6 

12.25 

33.25 

9-79 

32-05 

i.8r 

99-39 

3-J9 

6 

8 

7 

15 

31.00 

9.18 

28.67 

i-77 

114.41 

3-53 

" 

" 

6 

12.25 

28.25 

8.37 

27.85 

1.82 

82.08 

3-!3 

(37) 


O 
vO 


<N      CO     CO     «       P        o        N        OJ       (N      M        CJH 


OsONONO 
OO     -sf      M 


O     io    O 
•<fr    rO    CO 


CM      M      OO 


ON 


•<f     Tf    rf     ^-     Tf     **• 


vO 
O 


N    00 
Ox  OO1 


o  t>  m  <s 

ro   d    fS    o^ 


?  ?  ?  ". 

N       M       O         O 


in  in  10    10  in         in 


ininininvoininminw     M 
o   o^oo   J>o   t^vo   inmm 


in  in  in   in  in         in 


oinoinoinoininroinoinincofOM    M 

^t*     ^O     ^O     W^CS^MMM         f^       f^       M       M       M       M       M         M 


00 


100000     tnvoiovomoooooo 


q  oo  o  o  oq 
6 

00 


3 


CO       C4         (N         M         M         M 


ON 

O 


8 


Tft^.         OONlOUOVO         O 

OlO      ONONOH^iOO 


•B3JV 


O\O     OOOO       OO     (SCO     Tf-00 
OAOAOON       OOMMinvO 


Tl-00     Tj-\O     00 


N\O     NOO 


ininininm   inininininminin 

1>  vO 


Tj-rONMO      (SMOONOO      cONMOO\iHOO\OOI>00 


omoin*^)    oinom         omo 
in^-^-'Oco    TfcoroN    N     mTf^ 


in  in 

inro    omoindm 


oin 

<s    M 


»PA 


(38) 


£ — 


ZTi 


TABLE  22 


THREE   BEAMS 


BEAM  "C." 

BEAM  "  E." 

TOTAL  SECTION. 

Axis  BB. 

Axis  AA. 

DEPTH. 

WKIGHT. 

DEPTH. 

WEIGHT. 

WEIGHT. 

AREA. 

I 

.r 

I 

r 

15 

60 

20 

65 

I85 

54-42 

1245.86 

4-79 

4967.10 

9-55 

" 

" 

18 

55 

175 

51.27 

1239.19 

4.92 

3900.79 

8.72 

" 

M 

15 

42 

162 

47.82 

1232.62 

5-o8 

2640.95 

7-43 

« 

M 

12 

3i.5 

I5L5 

44.60 

1227.50 

5-25 

1668.14 

6.12 

15 

50 

20 

65 

165 

48.50 

994.66 

4-53 

43IO-i3 

9-43 

" 

« 

18 

55 

155 

45-35 

987.99 

4-67 

336o.74 

8.61 

« 

" 

15 

42 

142 

4I.QO 

981.42 

4.84 

2254-07 

7-33 

u 

" 

12 

3L5 

I3L5 

38.68 

976.30 

5-02 

1407.79 

6.03 

15 

45 

2O 

65 

155 

45.56 

939.46 

4-54 

3970.81 

9-34 

" 

11 

18 

55 

US 

42.41 

932-79 

4.69 

3081.51 

8.52 

" 

tt 

15 

42 

132 

38.96 

926.22 

4.88 

2053.96 

7.26 

" 

" 

12 

31-5 

I2I.5 

35-74 

921.10 

5-o8 

1273-57 

5-97 

15 

42 

20 

65 

149 

44.04 

911.26 

4-55 

3798.22 

9.29 

" 

11 

18 

55 

139 

40.89 

904.59 

4.70 

2939-75 

8.48 

« 

« 

15 

42 

126 

37-44 

898.02 

4.90 

1952.74 

7.22 

" 

" 

12 

31-5 

H5.5 

34-22 

892.90 

5-n 

1206.05 

5-94 

12 

40 

18 

55 

135 

39.61 

558-99 

3-76 

2840.59 

8.47 

" 

" 

15 

42 

122 

36.16 

552-42 

3-9i 

1884.27 

7.22 

« 

" 

12 

3i.5 

III-5 

32.94 

547-30 

4.08 

1162.51 

5-94 

12 

35 

18 

55 

125 

36.51 

477-79 

3-62 

2564-45 

8.38 

" 

" 

15 

42 

112 

33-06 

471.22 

3-78 

1687.74 

7.14 

« 

« 

12 

31-5 

IOI.5 

29.84 

466.10 

3-95 

1031.64 

5.88 

12 

3i-5 

18 

55 

118 

34.45 

452.79 

3-63 

2373-63 

8.30 

«< 

" 

15 

42 

105 

31.00 

446.22 

3-79 

I55I-63 

7.07 

" 

« 

12 

3i.5 

94-5 

27-78 

441.10 

3-98 

940.98 

5.82 

10 

30 

18 

55 

n5 

33-57 

289.59 

2.94 

2312.89 

8.30 

« 

" 

15 

42 

IO2 

30.12 

283.02 

3-°7 

1510.36 

7.08 

" 

" 

12 

3i.5 

91-5 

26.90 

277.90 

3.21 

915.21 

5-83 

10 

25 

18 

55 

105 

30.67 

265-39 

2.94 

2044.80 

8.17 

" 

" 

15 

42 

92 

27.22 

258.82 

3-°9 

1319.23 

6.96 

12 

31-5 

81.5 

24.00 

253-70 

3-25 

787.99 

5-73 

(39) 


P"     TABLE  23 


TWO    CHANNELS    AND 


Thickness  of  Pis. 

A 

1 

,7(, 

i 

Area  of  2-18"  Pis. 

11.25 

13.50 

15.75 

18.00 

SECTION. 

AKHA 
OF  a[s 

11.  TO    B. 

01'    fs 

Axis. 

i 

r 

I 

r 

I 

r 

I 

r 

Channel. 

Pl.it.-. 

15"  { 
55.*  S 

18" 

32.36 

10.5 

BB 
AA 

1519.94 
1521.61 
1464.94 
1404.10 
1409.74 
1330-11 

I354-54 
1251.01 
1299.54 
1167.36 
1284.74 
1136.04 

5-90 

5-91 
6.00 
5-88 
6.ii 
5-94 

6.24 
6.00 

6-39 
6.06 

6-43 
6.05 

1658.37 
1582.36 
1603.37 
1464.85 
1548.17 
1390.86 

1492.97 
1311.76 

1437-97 
1228.11 

1423.17 
1196.79 

0.0  I 

5-87 

6.ii 
5-84 

6.22 

5-90 

6.35 

5-95 
6.50 
6.00 
6-54 

5-00 

1799.02 
1643.11 
1744.02 
1525.60 
1688.82 
1451.61 

1633.62 

I372-5i 
1578.62 
1288.86 
1563.82 
J257-54 

6.12 

5-84 

6.21 

5.81 
6.32 

5-86 

6-45 
5-91 
6-59 
5-96 
6.63 

5-95 

1941.90 
1703.86 
1886.90 

1586.35 
1831.70 
1512.36 

1776.50 
1433.26 
1721.50 
1349.61 
1706.70 
1318.29 

6.21 

5.82 
6.31 
5.78 

6.42 

5.83 

6.54 

5.88 

6.68 

5-9i 
6.72 

5-91 

IS"{ 
5o#$ 
i5"  { 
45M 

18" 

29.42 

10.5 

BB 
AA 
BB 
AA 

18" 

26.48 

10.75 

i5"  ( 
40//  S 

18" 

23.52 

II 

BB 

AA 

i5"^ 
35#S 

18" 

20.58 

11.25 

BB 
AA 

15"  { 
33#S 

1  8" 

19.80 

11.25 

BB 

AA 

Thickness  of  Pis. 

A 

I 

A 

i 

Area  of  2-16"  Pis. 

IO.OO 

I2.OO 

14.00 

16.00 

IS"} 

55*  S 

1  6" 

32.36 

8-5 

BB 
AA 
BB 
AA 

1446.66 
1070.51 

1391.66 
986.95 
1336.46 

939-  78 

1281.26 
888.56 
1226.26 

833-52 
1211.46 
811.23 

5-84 
5-°3 
5-94 
5.00 
6.05 
5-o8 

6.18 
5-iS 
6-33 
5.22 
6.38 

5-22 

1569.71 
1113.18 

I5H-71 
1029.62 

I459-51 
982.45 

1404.31 
93I-23 
J349-31 
876.19 

I334-51 
853-90 
A 

5-95 
S-oi 
6.05 
4.99 
6.16 
5-°5 

6.29 
5.12 
6.44 

5-19 
6.48 
5.18 

1694.73 
1155-84 
l639-73 
1072.28 

1584-53 
1025.11 

I529-33 
973.89 
1474-33 
918.85 

J459-53 
896.56 

6.05 

4-99 
6.15 

4-97 
6.26 

5-03 

6.38 
5-09 
6-53 
5-15 
6-57 
5-J5 

1821.73 
1198.51 
1766.73 
1114.95 

^"•SS 
1067.78 

1656.33 

1016.56 

1601.33 
961.52 
1586.53 
939-23 

6.14 
4.98 
6.24 
4-95 
6-35 
5.01 

6-47 
5-07 
6.62 

5-!3 
6.66 
5.12 

IS" 

5o#S 

16" 

29.42 

8.5 

I3TJ 

45*  S 

16" 

26.48 

8.75 

BB 
AA 

15"* 

40*  S 

16" 

23.52 

9 

BB 
AA 

15"  { 
35M 

16" 

20.58 

9.25 

BB 
AA 

IS** 

33#S 

16" 

19.80 

9.25 

BB 
AA 

Thickness  of  Pis. 

i 

I 

A 

Area  of  2-16"  Pis. 

8.00 

10.00 

I2.OO 

14.00 

12"  > 

40#S 

16" 

23.52 

8.75 

BB 
AA 

694.17 
794.96 
658-77 
737-67 
623-57 
676.97 

588.17 
612.83 

556.37 
553-86 

4-69 

5.02 
4.80 
5-08 

4-93 

5-J4 

5-09 
5-20 
5-27 
5-25 

773-07 
837.63 
737.67 
780.33 
702.47 

7J9-63 

667.07 
655-50 

635-27 
596.52 

4.80 

5.00 
4.91 
5-05 
5-°4 
5.10 

5-20 

5-15 

5-37 
5.20 

853.56 
880.30 
818.16 
823.00 
782.96 
762.30 

747.56 
698.17 
7I5-76 
639.19 

4.90 
4.98 
5.01 
5-°3 
5-i4 
5-°7 

5-29 
5-n 
5-45 
5-i5 

935-64 
922.96 
900.24 
865.67 
865.04 
804.97 

829.64 
740.83 

797-84 
681.86 

4-99 
4.96 
5.10 
5.00 
5-23 
5-°4 

5-38 
5.08 

5-53 
5-12 

12"  I 

35#S 

16" 

20.58 

9 

BB 
AA 
BB 
AA 

IF] 

30#  S 

16" 

17.64 

9.25 

12"  J 

25#S 

16" 

14.70 

9-5 

BB 
AA 

!2"> 

20.5  S 

16" 

1  2.O6 

9-75 

BB 
AA 

Thickness  of  Pis. 

i 

A 

I 

A 

Area  of  2-14"  Pis. 

7.00 

8.75 

10.50 

12.25 

l*> 

40#  S 

14" 

23.52 

6.75 

BB 
AA 

656.65 

522-39 
621.25 

488.13 

4-64 
4.14 

4-75 

4-  21 

725.69 

550.97 
690.29 

516.71 

4.74 
4-13 
4-85 
4.20 

796.12 

579-55 
760.72 

545-29 

4-83 
4-13 
4-95 
4.19 

867.94 
608.13 
832.54 

573-88 

4-93 
4.12 
5.04 
4.18 

12'  > 

3sn 

MT 

20.58 

7 

BB 
AA 

(40) 


TABLE  23 


TWO    COVER    PLATES 


A 

I 

B 

I 

1 

i 

20.25 

22.50 

24-75 

27x10 

3i-5<> 

36XM> 

i 

r    . 

I 

r 

i 

r 

I 

r 

I 

r 

I 

3167.40 
::,_   S( 
3112.40 
2072.35 
3057-20 
998-36 
3002.00 
;  1  9.5  •' 
2947-00 
835-61 
2932.20 
1804-29 

t 

2087.03 
1764.61 
2032,03 
1647.10 
1976.83 
1575--  1 
1921.63 
1494-01 
1866.63 
1410.36 
1851.83 

1379-04 

6.30 

5-79 
6.40 

5-76 
6.50 
5.80 
6.63 
5-84 
6.76 

5-88 
6.80 

5-87 

2234.42 
1825.36 
2179.42 
707.85 
2124.22 
1633-86 

2069.02 

rr,  :,: 

2014.02 
1471.11 

1999.22 

J439-79 

6.38 

5-77 
6.48 

5-74 
6-59 
5-78 
6.71 

'." 
6.84 

5-84 
6.87 

5-83 

384.10 

:-..'/   :: 
2329.10 
768.60 
2273.90 
694.61 
2218.70 
1615-51 
2163-70 
1531-86 
2148.90 
1500-54 

6^6 

5-75 

5-71 
6.66 

5-75 
6.78 

5-79 
6-91 
5-8i 

6-95 

5.8c 

2536-09 
946.86 
2481-09 

829-35 
2425-89 

1755-36 
2370.69 
1676-26 

2315-69 

->;  6] 
2300-89 
1561.29 

6.54 

5-73 
6-63 

5-69 
6-74 

5-73 
6.85 
5-7^ 
6.98 

5-79 

7.01 

5-78 

2847,03 
2068.36 
2792-03 
950-85 

--/  '\ 
1876-86 

2681.63 

797  '/- 
2626.63 
1714.11 

2611-83 

^:.-- 

6.68 
5-69 
6-77 

5-66 
6-87 
5-69 
6.98 
5-72 
7.10 

5-74 
7-i4 
5-73 

6-81 
5-66 
6.90 

5^3 

7.00 

s-66 

7.1© 
5-68 
7.22 

5-7® 
7-25 

:/-, 

& 

1 

& 

1 

1 

i 

18.00 

20.00 

22.00 

24-00 

28.00 

ytjoo 

1950.74 
1241.18 
1895.74 
1157.62 
1840.54 
1110.45 

1785-34 
1059.23 

i730'34 
1004.19 

I7IS-54 
981.90 

6.22 
4.96 
6-32 

4-94 
6.43 
5.00 

6.56 

5-05 
6.70 

:   -  - 
74 
5-io 

2081.75 
1283.84 
2026.75 
1200.28 

i97i-55 

1153.11 

1916.35 

1101.89 
1861.35 
1046.85 
1846.55 
1024.56 

& 

-  :-• 

4-95 
6.40 

4-93 
6-51 
4-98 
6.64 
5-03 
6-77 
5-o8 

5-07 

'—       --- 

2214.80 

':-'•    r- 

2159-80 
1242.95 
2104.60 
"95-78 
2049.40 

'  :  44    ;  •'- 

1994.40 

co8(   -: 

....  fa 
1067.23 

6.38 
4-94 
6.48 
4.92 
6-59 
4-97 
6.71 
5-oi 
6.84 

.  ,  , 
5-°5 

2349-90 
1365  iG 
2294-90 
1285.62 
2239.70 
1238.45 
2184.50 
3  :  g  J  ;  ; 
:::;    r, 

1I32-I9 

2114.70 
1109-90 

6^6 
+93 

6-55 

•:  •'••: 

4-95 
6.78 
5-00 
6-93 
5-04 
6-95 

m 

2626-30 

1454-51 
2571.30 

1370-95 
2  5  it  ic 

1323.78 

2460.90 

1272.56 

2405  -^ 
1217.52 

2391-10 
"95-23 

6.60 
4-91 
6.69 
4-89 
6-80 

4-93 

6-91 

4-97 
7-04 
5-01 

7-07 

2911^07 
1539-84 

2^56.07 

I40.2S 
2800-87 
1409.11 

2745-^ 
1357-89 
.  690  ''  7 
1302-85 
2675^87 
12*0.56 

6-73 

4-89 

6-82 

4*7 

6.92 
4-91 

7^>3 
4-95 
7-*5 

4^98 

7.19 
1-97 

i 

I 

tt 

1 

1 

I 

1  6.00 

18.00 

20.00 

22.00 

24.00 

28-00 

32-00 

IOI9-33 
965.63 

983-93 
908-33 
948.73 

847-63 
913-33 

783-50 
881.53 

724-52 

5.08 
4-94 
5-19 
4-98 

5-3* 

5-02 

5-45 
S'°5 
5.60 
5-o8 

1104.65 
1008.30 
1069.25 

"-;-'-- 
890.30 
998-65 
826.17 
966.85 
767.19 

:—' 

4  :  • 
5.2e 

4-9< 

r  : 

5-00 

5-53 
S'°3 
5.67 
5-05 

;  ]    :  6c 
1050.96 

]  :  -  '    :  c 

II2I.OO 

932-97 

1085.60 
868.83 
1053.80 
809.86 

x  ;  : 

r  34 

4-95 
5-46 
4^8 

5-59 
5-00 

5-73 

5-03 

1280.21 
1093.63 
1244.81 

1209.61 

975-63 
1174.21 
911.50 
1142.41 

852.52 

5-3° 

x  ;,'. 
5-43 
4-93 
5-52 
4-96 
5-66 
4.98 

5-79 

15-00 

1370.50 
1136-30 
i335-io 
:  '.  -  ;  '.<-. 
1299-90 
1018.30 
1264.50 

954-17 
1232.70 
895.19 

5-37 
4-89 

1556-14 
1221-63 
1520.74 
H64-33 
1485-54 
1103-63 
1450-14 

1039-5° 

1418-34 
9*>.52 

4-87 
5-59 
-•:-•'- 
5-71 
4^92 

4-93 
5-95 
4-95 

1748.67 

1306.96 

1713-27 

1249.67 
1678-07 
1188-97 
1642-67 
1124-83 
1610-87 
1065.86 

5-6i 
4*5 

5-7i 
flftft 

4^92 
W5 

4^95 
5-72 
441 
5-85 
4^9* 

5-8i 
4.80 

$-93 

4^91 
6-05 
4^92 

I 

& 

1 

tt 

f 

i 

I 

14.00 

15-75 

17-50 

19.25 

21.00 

24-50 

28.00 

941.17 
636.72 

905-77 

602.46 

5-oi 
4-12 
5-12 

4.17 

1015.82 
665.30 
980.42 

631.04 

5-09 
4.12 

5-i9 

4.17 

1091-90 
693,88 
1056.50 
659-63 

5-16 
4-n 

5-27 
4.16 

1169.44 

722-47 
1  134-04 

688.21 

5-23 
4-n 

S-34 

4-16 

1248-44 

75lJ°5 
1213^04 

716.79 

5-3° 
4-n 

5-4© 
4-15 

1410.88 

808.22 
1375-48 
773-96 

5-42 
4-io 

5-52 
4-J4 

1579-33 
865.39 

1543-93 
831-13 

5-54 
4-M 

=  .*4 
4-34 

(41) 


TABLE   23   (Co?itinued) 


TWO    CHANNELS    AND 


Thickness  of  Pis. 

i 

ft 

I 

ft 

Area  of  2-14"  Pis. 

7.00 

8.75 

10.50 

12.25 

SECTION. 

AREA 

OF  2  [s 

B.  TO    B 

OF  [S 

Axis. 

I 

r 

I 

r 

I                r 

I             r 

Channel. 

Plate. 

12"  ? 

30#S 

14" 

17.64 

7.25 

BB 
AA 

586.05 
451.22 
550-65 
411.62 

518-85 
375-Q2 

4.88 
4.28 

5-°4 
4-36 

5-22 
4.44 

655-o9 

479.80 
619.69 
440.20 
587.89 
403.60 

4.98 
4-26 
5-14 
4-33 
5-32 
4-40 

725-52 
508.39 
690.12 
468.79 
658-32 
432.18 

5.08 
4-25 
5-23 
4-31 
5-40 
4-38 

797-34 
536-97 
761.94 

497-37 
73°-I4 
460.77 

5.16 
4.24 
5-32 
4-3° 
5-48 
4-35 

12"? 

25^  S 

14" 

14.70 

7-5 

BB 
AA 

12"  / 
20.5#  ( 

14" 

1  2.  06 

7-75 

BB 
AA 

Thickness  of  Pis. 

1 

ft 

1 

7 
TS 

Area  of  2-14"  Pis. 

7.00 

8.75 

10.50 

12.25 

10"  ? 

25#S 

14" 

14.70 

8 

BB 
AA 

365-89 
434-89 
341-29 
383-58 
317.69 

332.I4 

4.II 

4.48 
4.27 
4-52 

4-47 
4.57 

414.70 
463.48 
390.10 
412.17 
366.50 
360.72 

4.21 

4-45 
4-36 
4.48 

4-55 
4-52 

464.08 
492.06 
440.08 

440-75 
416.48 

389-3I 

4-29 
4.42 

4-45 
4-45 
4-63 
4-48 

5I5-83 
520.64 

49I-23 
469-33 
467.63 
417.89 

4-37 
4.40 

4-52 
4.42 
4.70 
4.44 

10"  ? 

20#  $ 

14* 

11.76 

3.25 

BB 
AA 

10"  £ 

i5#S 

14" 

8.Q2 

8.5 

BB 
AA 

Thickness  of  Pis. 

1 

ft 

1 

ft 

Area  of  2-12"  Pis. 

6.00 

7-50 

9.00 

10.50 

10"? 

25!  S 

12" 

14.70 

6 

BB 
AA 

339.62 

271-43 
315-02 
241.67 
291.42 
211.51 

4-05 
3.62 
4.21 

3-69 
4.42 

3-77 

381.46 
289.43 
356.86 
259.67 
333-26 
229.51 

4-i5 
3.61 

4-3° 
3-67 
4-51 
3-74 

424.3° 
307-43 
399.70 
277.67 
376.10 

247-51 

4-23 
3.60 

4-39 
3-66 
4-58 
3-72 

468.14 
325-43 
443-54 
295.67 
419.94 
265-5! 

4-31 
3-59 
4.46 

3-64 
4-65 
3-7o 

10"  ? 

20#S 

12" 

11.76 

6.25 

BB 
AA 

Vfl 

i5#S 

12" 

8.Q2 

6.5 

BB 
AA 

Thickness  of  Pis. 

| 

ft 

1 

ft 

Area  of  2-12"  Pis. 

6.00 

7-50 

9.00 

10.50 

9"/ 

20#S 

12" 

11.76 

6.25 

BB 
AA 

249.97 

238-77 
230.17 
205.96 
222.97 
198.90 

3-75 
3-67 
3-94 
3-73 
4.02 
3-8o 

284.26 
256.77 
264.46 
223.96 
257.26 
216.90 

3-84 
3-65 
4-03 
3-7o 
4.10 

3-77 

319.46 
274.77 
299.66 
241.96 
292.46 
234-90 

3-92 
3-64 
4.10 
3-68 
4.17 
3-74 

355-57 
292.77 

335-77 
259.96 

328.57 
252.90 

4.00 

3-63 

4.17 

3-67 
4.24 

3-72 

tfl 

i5#S 

12" 

8.82 

6.5 

BB 
AA 

9V 

13-25  S 

12" 

7.78 

6.75 

BB 
AA 

Thickness  of  Pis. 

i 

£ 

1 

ft 

Area  of  2-11''  Pis. 

5.50 

6.88 

8.25 

9.63 

gr'j 

20#S 

II" 

11.76 

5.25 

BB 
AA 

239.28 

181.53 
219.48 

J57-75 
212.28 

J53-33 

3-72 
3-24 
3-91 
3-32 
4.00 
3-40 

270.71 
195.40 
250.91 
171.61 

243-71 
167.19 

3.81 

3-24 
4.00 

3-3i 
4.08 

3-38 

302.97 
209.26 
283.17 
185.48 

275-97 

181.05 

•      — 

f 

3-89 
3-23 
4.07 

3-30 
4-15 
3-36 

336-07 

223-13 
316.27 

J99-34 
309.07 
194.92 

3-96 
3-23 
4.14 

3-29 
4.21 

3-35 

9"  > 

i5#S 

II" 

8.82 

5.50 

BB 

AA 

9V 
13-25  S 

II" 

7.78 

5-75 

BB 
AA 

Thickness  of  Pis. 

i 

4 

ft 

A 

Area  of  2-12"  Pis. 

6.00 

7.50 

9.00 

10.50 

8"? 
16.25  \ 

12" 

9.56 

6.50 

BB 
AA 

181.92 
214.04 

3-42 

3-71 

209.42 

232.04 

3-5° 
3-6q 

237.72 

250.04 

3-58 
3-67 

266.84 
268.04 

3-65 
3.66 

TABLE  23   (Continued) 


TWO    COVER    PLATES 


\ 

A 

| 

H 

f 

I 

14.00 

15-75 

17.50 

19.25 

21.00 

24.50                      28.00 

I 

r 

i 

r 

5-32 
4.22 

5-47 
4.27 
5.62 

4-32 

I 

r 

i 

r 

I 

r 

I             r                I             r 

870-57 
565-55 
835-17 
525-95 
803.37 
489.35 

5-25 
4-23 

5-39 
4.28 

5-55 
4-33 

945-22 
594-14 
909.82 

554-54 
878.02 

517-93 

1021.30 
622.72 
985.90 
583-12 
954.10 
546.52 

5-39 
4.21 

5-53 
4.26 
5.68 
4-3° 

1098.84 

651-3° 
1063.44 
611.70 
1031.64 

575-Jo 

5-46 
4.20 
5-60 
4.24 

5-74 
4.29 

1177.84 
679.89 
1142.44 
640.29 
1110.64 
603.68 

5-52 
4.19 
5.66 

4-23 
5.8o 
4.27 

1340.28    5.64    1508.73    5.75 
737.05    4.18      794-22    4.17 
1304.88    5.77    1473-33    5-87 
697.45    4.22       754.62!  4.20 
1273.08  5.90   1441.53   6.00 
660.85   4-25     718.02  4.23 

1 

A 

I 

ft 

1 

• 

14.00 

15.75 

17.50 

19.25 

21.00 

568.17 
549-23 

543-57 
497.92 

5*9-97 
446.47 

4-45 
4-37 
4-59 
4-40 
4-76 
4.41 

621.71 
577-8i 

597-11 
526.50 

573-51 
475-o6 

4-52 
4-36 
4.66 

4-37 
4.82 

4-39 

676.46 
606.39 
651.86 
555-o8 
628.26 
503-64 

4-58 
4-34 
4-72 
4-36 
4.88 

4-37 

732-45 
634-98 
707-85 
583-67 
684.25 
532.22 

4.64 
4-32 
4-78 
4-34 
4-93 
4-35 

789.69 
663-56 
765.09 
612.25 
741.49 
560.81 

4.70 

4-31 
4-83 
4-32 
4.98 

4-33 

| 

A 

1 

H 

I 

12.00 

13.50 

15.00 

16.50 

18.00 

S^-oo 
343-43 
488.40 

3I3-67 

464.80 

283-51 

4-38 
3-59 
4--S3 
3-63 
4.71 
3-68 

558.89 
361-43 
534-29 

33!-67 
510.69 

3°I-5I 

4-45 
3-58 
4.60 
3-62 
4-77 
3-67 

605.83 
379-43 
581-23 
349-67 
557-63 
S^-S1 

4-52 
3-57 
4.66 
3.61 
4-83 
3-65 

653.82 

397-43 
629.22 

367-67 
605.62 

337-51 

4-58 
3-57 
4-72 
3-6i 
4.88 
3-64 

702.87 

4I5-43 
678.27 

385-67 
654.67 

355-51 

4.64 
3.56 
4-77 
3-6o 

4-93 
3-63 

i 

A 

f 

H 

1 

I2.0O 

13-50 

15.00 

16.50 

18.00 

392.60 

3IO-77 
372.8o 
277.96 
365.60 
270.90 

4.06 
3-62 
4-23 
3-65 
4-3° 
3-7° 

430-57 
328.77 
410.77 
295.96 

403-57 
288.90 

4-i3 
3-6i 
4.29 

3-64 
4-35 
3-68 

469.49 

346.77 
449.69 

3J3-96 
442.49 
306.90 

4.19 
3=6o 
4-34 
3-63 
4.41 

3-67 

509-37 
364-77 
489-57 

33J-96 
482.37 
324.90 

4-25 
3-59 
4.40 
3.62 
4.46 
3-66 

550.22 

382.77 
530-42 
349.96 
523-22 
342.90 

4-3° 
3-59 
4-45 
3-6i 
4-51 
3-65 

\ 

A 

i 

H 

I 

11.00 

12.38 

13.75 

15.13 

16.50 

370.02 
236.99 
350.22 
213.21 
343-02 
208.78 

4-03 

3-23 
4.20 
3-28 
4-27 
3-33^ 

404.82 
250.86 
385.02 
227.07 
377-82 
222.65 

4.10 
3.22 
4.26 
3-27 
4-33 
3-32 

440.50 
264.72 
420.70 
240.94 
413-50 
236.51 

4.16 

3-22 
4-32 
3-27 
4.38 

3-31 

477.06 
278.59 
457.26 
254.80 
450.06 
250.38 

4.21 
3.22 

4-37 
3-26 

4-43 
3-31 

514-5° 
292-45 
494.70 
268.67 
487.50 
264.24 

4-27 

3-22 

4-42 
3-26 
4-48 
3-30 

* 

A 

I 

12.00 

13-50 

15.00 

296.80 
286.04 

3-7i 

3-64 

327.60 

304.04 

3-77 
3-63 

359-25 
322.04 

3.82 
3.62 

(43) 


TABLE  23  (Continued} 


TWO    CHANNELS    AND 


Thickness  of  Pis. 

i 

TTT 

i 

Area  of  2-12"  Pis. 

6.00 

7.50 

9.00 

SECTION 

AREA 

OF  2  [s. 

B.  TO  B. 

OF[S. 

Axis. 

i 

r 

I 

r 

i 

r 

Channel. 

Plate. 

8V 
13-75  S 

12" 

8.08 

6-75 

BB 
AA 

174.12 

200.02 
166.72 
l85-97 

3-52 

3-77 
3.62 

3-83 

201.62 
2l8.02 
194.22 
203.97 

3.60 
3-74 
3-70 
3-79 

229.92 
236.02 
222.52 
221.97 

3.67 

3.72 

3.76 
3-76 

8V 

11.25  S 

12" 

6.70 

7 

BB 
AA 

Thickness  of  Pis. 

i 

T* 

f 

Area  of  2-10"  Pis. 

5.00 

6.25 

7.^-0 

8V 
16.25  \ 

10" 

9.56 

4.50 

BB 
AA 

164.90 
120.50 
157.10 
114.23 
149.70 
107.72 

3-37 
2.88 

3-47 
2.96 

3-58 
3-03 

187.82 
130.91 
l8o.02 
124.64 
172.62 
Il8.I4 

3-45 
2.88 

3-54 
2-95 
3-65 
3.02 

211.40 

J4i-33 
203.60 
i35-o6 
196.20 
128.55 

3.52 

2.88 
3.61 
2-94 
3-72 
3.01 

8V 
13-75  ) 

10" 

8.08 

4-75 

BB 
AA 

8"  ? 
11.25  S 

10" 

6.70 

5 

BB 
AA 

Thickness  of  Pis. 

i 

S 

i 

Area  of  2-10"  Pis. 

5.00 

6.25 

7.50 

T'\ 
14-75  S 

10" 

8.68 

4-75 

BB 
AA 

120.13 

117.97 
114.13 
110.06 
107.93 
100.94 

2.96 
2.94 
3.06 

3-0° 
3.18 

3-°7 

138.00 
128.39 
132.00 
120.48 
125.80 
111.36 

3-°4 
2-93 
3-J3 
2.99 

3-24 
3-05 

i56-47 
138.80 

150-47 
130.90 
144.27 
121.77 

3-n 
2-93 
3.20 
2.98 
3-31 
3-°4 

Ti 

12.25  $ 

10" 

7.20 

5 

BB 
AA 

7*1 

9.75  S 

10" 

5.70 

5-25 

BB 
AA 

Thickness  of  Pis. 

i 

5 

$ 

Area  of  2-0"  Pis. 

4.  co 

5.63 

6.75 

rl 

14.75  s 

9" 

8.68 

3-75 

BB 
AA 

IJ3-55 

83-59 
I07-55 
78.77 

101.35 
73.00 

2.94 
2.52 
3-°3 
2-59 
3-i5 
2.68 

129.64 
91.18 
123.64 

86.36 

117.44 

80.59 

3.01 
2.52 
3.10 
2-59 

3-22 

2.67 

146.26 
98.78 
140.26 

93-96 
134.06 
88.19 

3.08 
2-53 
3-!7 
2.60 
3.28 
2.66 

7V 
12.25  S 

9" 

7.20 

4 

BB 
AA 

7V 
9-75  S 

9" 

5.70 

4.25 

BB 
AA 

Thickness  of  Pis. 

£ 

T5* 

f 

Area  of  2-10"  Pis. 

5-00 

6.25 

7.50 

6V 

I3#  S 

10" 

7.64 

5 

BB 
AA 

83-45 
JI3-35 
79-05 
103.89 

74-85 
93-87 

2-57 
2-99 
2.66 

3-°5 
2-77 
3.10 

96.91 
123.76 

92-51 
114.31 
88.31 
104.29 

2.64 

2.98 
2-73 
3-03 
2.83 
3.08 

110.89 
134.18 
106.49 

I24-73 
102.29 
114.70 

2.71 
2.98 

2-79 
3.02 
2.89 
3.06 

6V 
io.5#  S 

10" 

6.18 

5.25 

BB 
AA 

6V 
8#$ 

10" 

4.76 

5-5 

BB 
AA 

Thickness  of  Pis. 

\ 

1 

£ 

Area  of  2-8"  Pis. 

4.00 

5-00 

6.00 

6V 

I3#S 

8" 

7.64 

3 

BB 
AA 

73.68 

54-55 
69.28 
51.08 
65.08 
47.19 

2.52 
2.16 
2.61 
2.24 

2-73 
2.32 

84.45 
59.89 

80.05 
56.41 
75-85 
52.53 

2-58 
2.18 
2.68 

2.25 

2-79 
2-32 

95-63 
65.22 
91.23 
6i.75 
87-03 
57.86 

2.65 
2.19 
2.74 
2.25 
2.84 
2-32 

6V 
io.5#  S 
6V 
8#j 

8" 

6.18 

3-25 

BB 
AA 

8" 

4.76 

3-5 

BB 

AA 

(44) 


TABLE  23   (Concluded) 


TWO   COVER   PLATES 


T'S 

i 

fV 

i 

10.50 

12.00 

13.50 

15.00 

I 

r 

I 

r 

I 

r 

I                     r 

259.04 
254.02 
251.64 
239-97 

3-73 
3-7o 
3-82 
3-74 

289.00 
272.02 

281.60 
257-97 

3-79 
3-68 
3-88 
3-7i 

319.80 
290.02 
312.40 
275-97 

3-85 
3.67 

3-93 

3-70 

351.45             3.90 
308.02             3.65 
344.05             3.98 

293-97          3-68 

TV 

i 

A 

f 

8.75 

10.00 

H.25 

12.50 

235-67 
I5I-75 
227.87 
145.48 
220.47 
I38-97 

3-59 
2.88 

3-68 
2-94 
3-78 
3.00 

260.63 
162.16 
252-83 
155-89 
245-43 
149-39 

3-65 
2.88 

3-74 
2-94 
3-83 
2-99 

286.30 

172.58 
278.50 
166.31 
271.10 
159.80 

3-7i 
2.88 
3-8o 
2-93 
3-89 
2.98 

312.68          3.76 
183.00          2.88 
304.88          3.85 
176.73          2.93 
297.48          3.94 
170.22          2.98 

TV 

^ 

T* 

8.75 

10.00 

11.25 

!75-54 
149.22 
169.54 
141.31 

163-34 
132.19 

3-J7 
2-93 
3-26 
2.98 
3-36 
3-02 

195-23 
159.64 

189.23 

151-73 
183-03 

142.61 

3-23 
2.92 

3-32 
2-97 
3-4i 
3.01 

215-55 
170.05 

209-55 
162.15 

203-35 
153-02 

3-29 
2.92 

3-37 
2.96 

3-46 
3-oo 

TV 

i 

s 

7.88 

9.00 

10.13 

163-43 
106.37 

J57-43 
iQi-55 
I5I-23 
95-78 

3-M 
2-53 
3-23 
2.60 

3-34 
2.66 

181.15 
113.96 

*75-*S 
109.14 
168.95 
103.38 

3-20 
2-54 
3-29 
2.60 

3-39 
2-65 

J99-43 
121.56 

193-43 
116.74 
187.23 
110.97 

3.26 
2-54 
3-34 
2.60 

3-44 
*.65 

TV 

* 

T9* 

8.75 

IO.OO 

11.25 

1  25-39 
144.60 
120.99 

I35-M 

116.79 
125.12 

2-77 
2-97 
2.85 
3.01 
2-94 
3-°4 

140.43 
155-01 
136.03 
145-56 
131-83 
135-54 

2.82 
2.96 
2.90 
3-oo 
2-99 
3-°3 

156.02 

165.43 
151.62 

J55-98 
147.42 

J45-95 

2.87 
2.96 
2-95 
2-99 
3-°3 
3.02 

Tff 

\ 

S 

7.OO 

8.00 

9.00 

107.23 

70-55 
102.83 
67.08 
98.63 
63.20 

2.71 

2.20 

2-79 

2.26 
2.90 
2.32 

119.27 

75-89 
114.87 
72.41 
110.67 
68.53 

2.76 

2.  2O 

2.85 
2.26 
2.94 
2.32 

I3I-74 
81.22 
127.34 

77-75 
123.14 
73.86 

2.81 

2.21 
2.90 
2.26 

2-99 

2-32 

(45) 


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(47) 


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1/51010 


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101010 


to    M     ro    I/) 


cO   <"O   fO   <"O   *^   f^5 


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(48) 


TABLE  25 


ONE   CHANNEL   AND    ONE   PLATE 

G  EQUALS  GAUGE  OF  CHANNEL 


CHANNEL. 

M 

H 

5  1 
5* 

O 

AREA 
OF  SEC- 
TION. 

Axis  AA. 

Axis  BB. 

G 

s 

be 

•£ 

e 

I 

r 

e' 

I 

r 

9 

13.25 

8x  | 

6.89 

2.04 

8405 

3-5° 

•94 

18.77 

1.65 

if 

" 

" 

8x& 

6.39 

1.82 

80.31 

3-55 

.91 

16.00 

I.58 

" 

M 

8x* 

5.89 

i-57 

75-56 

3-58 

.87 

13.22 

1.50 

«c 

8 

11.25 

8x  | 

6.35 

1.98 

60.08 

3-o8 

.89 

18.05 

1.69 

I* 

" 

" 

8x& 

5.85 

1.78 

57-05 

3.12 

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i5-3i 

1.62 

« 

1 

" 

8xi 

5-35 

J-54 

53-62 

3.i7 

.83 

I2-57 

i-53 

" 

7 

9-75 

8xA 

5-35 

1.71 

38.92 

2.70 

.88 

14.97 

1.67 

"1 

" 

11 

8x  i 

4-85 

1.49 

36.55- 

2.74 

.84 

12.23 

J-59 

u 

" 

« 

7X^ 

5-04 

i-59 

37-66 

2-73 

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10.52 

i-45 

tf 

« 

" 

7X  J 

4.60 

1.38 

35-36 

2-77 

.81 

8.67 

i-37 

.  " 

6 

8 

7Xtk 

4-57 

i-5i 

24-37 

2.31 

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10.05 

1.48 

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u 

7X  i 

4-13 

1.32 

22.86 

2-35 

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8.22 

1.41 

11 

u 

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6x  i 

3-88 

1.  21 

21.99 

2.38 

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5-54 

i.ig 

« 

(49) 


TABLE  26 


ONE    CHANNEL    AND   ONE    ANGLE 

LONG  LEG  OF  ANGLE  PERPENDICULAR  TO  WEB  OF  CHANNEL 
BACK  OF  ANGLE  FLUSH  WITH  FLANGE  OF  CHANNEL 


CHANNEL. 

SIZE  OF 
ANGLE. 

TOTAL 
AREA. 

Axis  BB. 

Axis  A  A. 

£J 

o« 
Q 

1 

e' 

I 

r 

e 

• 

r 

12 
(i 

20.5 
tt 

5X3ix& 
4x3  x& 

8.59 

8.12 

1-54 
1-35 

178.67 
172.37 

4-56 
4.61 

+  .02 
+  .20 

19.97 
13.28 

1.52 
1.28 

10 
en 

15 

« 

5X3ix& 
4x3  x& 

7.02 
6-55 

1.52 

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97-77 
94.13 

3-73 
3-79 

-•17 

+  .03 

16.98 
10.81 

I.56 
1.28 

9 

« 

13-25 

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5X3jXfk 
4x3  xA 

6.45 
5.98 

i-45 
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70.70 
67.97 

3-31 
3-37 

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15.82 
9.89 

T-57 
1.29 

8 

11.25 

4x3  x^ 
3X2^X  i 

5-44 
4.66 

1.24 
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47.46 
43-55 

2-95 
3.06 

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+  .16 

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4-58 

1.29 
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9.75 

4x3  x^ 

3X2JX   i 

4.94 
4.16 

1.16 
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31.80 
29.08 

2-54 
2.64 

—  .22 
+  .09 

8.29 
4-05 

1.30 
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3X2JX   i 

4-47 
3.69 

1.05 
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20.23 
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2.13 
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+  .01 

7-59 

3-59 

1.30 
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(50) 


A 


TABLE  27 


FOUR   ANGLES,   ONE   PLATE,   AND    ONE 
CHANNEL 

Back  to  back  of  Angles  =  width  of  Plate  +  i" 

L  indicates  long  leg  of  Angles  "  E  "  in  contact  with  channel 

S  indicates  short  leg  of  Angles  "  E  "  in  contact  with  channel 


SIZE 

OF 

PLATE. 

SIZE  OF 
ANGLES 
"  C." 

SIZE  OF 
ANGLES 
"E." 

CHANNEL. 

TOTAL 
AREA. 

Axis  AA. 

Axis  BB. 

H 

~2 

"5; 
e 
< 

JB 

Q. 

(5 

4 

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I 

r 

I 

r 

e 

36x| 

6x6  x| 

6x6  x| 

15 

33 

60.84 

528.62 

2-95 

12785.41 

14.50 

15.64 

36xj 

6x6  x£ 

6x6  x$ 

15 

33 

SO.QO 

478.29 

3-07 

10759.02 

14.54 

15.08 

36x| 

6x6  x| 

6x6  x| 

15 

33 

40.84 

432.56 

3-25 

8625.16 

J4-53 

14.23 

30X| 

6x6  xf 

6x6  xf 

i.S 

33 

57-09 

528.50 

3-°4 

8389.78 

12.12 

12.97 

30x4 

6x6  xi 

6x6  xl 

15 

33 

47-90 

478.22 

3-16 

7074.84 

12.15 

12.48 

3ox| 

6x6  x| 

6x6  xf 

15 

33 

38.59 

432-54 

3-35 

5682.11 

12.14 

n-75 

30X| 

6x4  x| 

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52.09 

526.11 

3-i8 

7841-38 

12.27 

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43.90 

477.85 

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6618.33 

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12.20 

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15 

33 

35-59 

43L97 

3-48 

5327-84 

12.23 

!*-43 

L 

24Xi 

6x4  x| 

6x4  xj 

15 

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40.90 

477-78 

3-42 

3997-71 

9.89 

9.69 

L 

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6x4  xf 

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33 

33-34 

43J-94 

3-6o 

3224.18 

9-83 

9.04 

L 

24X| 

5X3M 

5X3ixi 

12 

20.5 

34.03 

196.38 

2.40 

3I93-45 

9-69 

10.51 

S 

24Xf 

5X3ix| 

5X3ixf 

12 

20.5 

27.23 

176.53 

2-55 

2572.07 

9.72 

9.98 

S 

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6x4  x£ 

4x3  xj 

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20.5 

34.03 

237-I4 

2.64 

3387-15 

9.98 

11.28 

L 

24Xf 

6x4  xf 

4x3  xf 

12 

20.5 

27.21 

206.43 

2-75 

2738.78 

10.03 

10.71 

L 

21X5 

6x4  xj 

6x4  x^ 

15 

33 

39.40 

477-75 

3-48 

2958.90 

8.67 

8.46 

L 

2lXf 

6x4  x| 

6x4  xf 

15 

33 

32.22 

43J-93 

3-66 

2389.51 

8.61 

7.88 

L 

2IX£ 

5X3M 

5X3M 

12 

20.5 

32.53 

I96-35 

2.46 

2348.64 

8.50 

9.20 

S 

2lXf 

5X3ixf 

5X3ixf 

12 

20.5 

26.11 

176.51 

2.60 

l895-95 

8.52 

8.72 

S 

2IXJ 

6x4  x£ 

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12 

20.5 

32.53 

237.11 

2.70 

2505-38 

8.78 

9.87 

L 

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4x3  xf 

12 

20.5 

26.09 

206.41 

2.81 

2029.79 

8.82 

9-36 

L 

i8x£ 

6x4  xj 

6x4  x£ 

15 

33 

37.90 

477-72 

3-55 

2091.22 

7-43 

7-25 

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6x4  xf 

15 

33 

31.09 

431.92 

3-73 

1691.84 

7.38 

6.75 

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10 

15 

29.46 

161.98 

2-34 

1626.05 

7-43 

8-95 

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15 

23-39 

135-08 

2.40 

1315.82 

7-50 

8-57 

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6x4  xi 

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10 

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27.96 

161.94 

2.41 

1070.58 

6.19 

7-5° 

S 

iSXf 

6x4  x| 

4x3  xf 

10 

IS 

22.27  j 

i35-07 

2.46 

870.01 

6.25 

7.17 

S 

(51) 


SECTIONS    OF    COLUMNS, 
SECTIONS    OF    TOP    CHORDS, 

Selected  from  some  of  the  Largest  Buildings 
and  Bridges  in  the  United  States 


The  values  of  the  sections  covered  by  the  tables  on  Moments  of  Inertia 
and  Radii  of  Gyration  are  suitable  for  structures  of  ordinary  proportions. 
The  variety  of  ways  in  which  standard  shapes  are  used  to  compose  sec- 
tions of  monumental  structures,  has  made  it  necessary  to  treat  this  class 
separately.  The  sections  here  given  are  selected  from  some  of  the  largest 
buildings  and  bridges  in  the  United  States.  The  types  show  what  is 
customary  as  well  as  what  can  be  done  when  circumstances  and  condi- 
tions demand  it.  It  is  necessary  to  be  acquainted  with  these  conditions 
in  order  to  compare  intelligently  the  values  of  these  sections.  They  are 
classified  and  tabulated  here  in  order  to  more  readily  serve  as  a  guide  in 
the  design  of  new  structures. 


(53) 


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First  National  Bank  Building,  Chicago  .  .  .  . 
Frick  Building,  Pittsburg  

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Adams  Building,  Chicago  .... 

Columns  having  Three 

•mers'  Bank  Building,  Pittsburg 
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Laced  Top  and  Bottor 
Williamsburg  Bridge,  New  York 

|°)    C/2 
C     ^ 

^^3 

8  J 

HI 

1  International  Bridge,  Buffalo  .  . 
Monongahela  Bridge,  Pittsburg  . 

1  Laced  Top  and  Bottom 
Niagara  Cantilever  Bridge,  Niaga 

Laced  Top  and  Bottom 

(Memphis  Bridge,  Memphis,  Tenr 
Thebes  Bridge,  Thebes,  111.  .  . 

Cover  Plate  on  Top 

New  Omaha  Bridge,  Omaha,  Nel 
Cairo  Bridge,  Cairo,  Kentucky  . 
International  Bridge,  Buffalo  .  . 

Cover  Plate  on  Top 
Sixth  Street  Bridge,  Pittsburg  .  . 
Bellefontaine  Bridge,  Alton,  111.  . 
Monongahela  River  Bridge,  Pittst 
Rankin  Bridge,  Rankin,  Pa.  .  . 

Miscellaneous 

«  : 
|: 

• 

<  ' 

•£  -2 

I! 

55  C/2 

^  & 

2  * 

H  "C 

'  « 
^  « 

O  13 
&  c3 

^3"    fjj 

(55) 


SECTIONS   OF   COLUMNS 


FIRST  NATIONAL  BANK  BUILDING, 
CHICAGO 

41L-8"  X8"X  if' 

i  PI.  - 17-  x  i" 

6  Pis.  -  1 8"  X  if" 


FRICK  BUILDING,  PITTSBURG 

4li-8"  x  8"  xif' 
6  Pis.  -  18"  x  if" 
i  PI.  -  17"  X  |" 


COLUMN  43,  C.  &  N.  W.  R'Y  OFFICE 
BUILDING,  CHICAGO 

6  Pis.  -  1 6"  x  i" 
2  Pis.  -  1 6"  x  H" 

2  pis.  - 12$"  x  r 

4  Li  -  6"  x  6"  x  f  ' 


COLUMN  24,  C.  &  N.  W.  R'Y  OFFICE 
BUILDING,  CHICAGO 

6  Pis.  -  1 8"  x  |" 
4  Pis.  -  18"  X  H" 

2  PIS.  -    I2|"    X   I" 

4 1!  -  8"  x  6"  X  f " 


(56) 


SECTIONS   OF   COLUMNS 


LAND  TITLE  BUILDING,  PHILADELPHIA 

4li-8"x  8"x  if" 
2  Pis.  -  if  x  I" 
8  Pis.  -  1 8"  x  44" 


ROCK  ISLAND   RAILWAY   STATION, 
CHICAGO 

4li-5"X3i"xi" 

2  PIS.  -   12"   X  \" 
2  Pis.  -   IS"   X  I" 


PARK  ROW  BUILDING,   NEW  YORK 

6  Pis.  -  24"  x  f  " 
4li-6"  x  4"  X  I" 

2  PIS.  -  1 6"  X  f" 

2  Pis.  -    6"  x  I" 
2  Pis.  -  1 8"  x  *" 


COLUMN  (a),  IVINS  BUILDING, 
NEW  YORK 

4l±-6"  x  6"  x  \" 
2  Web  Pis.  -  24"  x  I" 
2  Side  Pis.  -  22"  x  |" 
2  Side  Pis.  -  12"  x  |" 
6  Cover  Pis.  -  24"  x  f " 


(57) 


SECTIONS   OF   COLUMNS 


7iTJ 


WANAMAKER    BUILDING,    NEW  YORE 

4l!-6"  x  6"  x  I" 
6  Pis.  -  28"  x  ft" 

6  Pis.  -  22"   X  H" 
2  Pis.  -  10"  X   I" 

2  Pis.  -  8J"  X  |" 


<*>! 


,£_. 


ADAMS   BUILDING,   CHICAGO 

3  -  i3"[«  5°# 
6  Pis.  -  18"  x  i" 
2  Pis.  -  \2\"  x  |" 


FARMERS'  BANE  BUILDING, 

PITTSBURG 

6  Pis.  -  i3"x  \" 
8IJ.-6"  x  4"  X  I" 
2  Pis.  -  24"  x  \\" 
4  Pis.  -  24"  X  f" 


COLUMN  1,  WALDORF-ASTORIA  HOTEL, 
NEW  YORE 

4-  15"  [*  55# 

2  Pis.  -  i4\"  xf" 

6  Pis.  -  20"  x  |" 


(58) 


SECTIONS   OF   COLUMNS 


M* 
* 

^v 

A  , 

1! 

••• 

=i 

^if*— 

COLUMN    (b),  IVINS    BUILDING, 
NEW  YORK 

3  Web  Pis.  -24"  xH" 

4  Cover  Pis.  -  28"  X  H" 
8|±-6"x6"xH" 


COLUMN  280.WALDORF-ASTORIA 
HOTEL,  NEW  YORK 

10  Pis.  -  32$"  X  |" 
4  Pis.  -  36"  X  I" 

4t!-6"X4"xH" 
8ll  -6"x3i"xf" 


COLUMN  (a),  ILLINOIS   STEEL 
COMPANY,   CHICAGO 


(59) 


SECTIONS   OF   COLUMNS 


COLUMN   (b),  ILLINOIS  STEEL  CO.,   CHICAGO 


(60) 


SECTIONS  OF   BRIDGE  CHORDS 


WILLIAMSBURQ  BRIDGE, 
NEW  YORK 


300-FOOT  SPAN,  BOONE 
VIADUCT,   BOONE,  IOWA 

4  [*_  _  6/r  x  4"  X  I" 
4  LS.  -  6"  X  4"  X  TV 
2  Pis.  -  30"  X  f" 
2  Pis.  -  1 8"  X  |" 


PANTHER  HOLLOW  STEEL 
ARCH,  PITTSBURG 


SECTIONS   OF   BRIDGE   CHORDS 


INTERNATIONAL  BRIDGE, 
BUFFALO 

4[i  —  6"  x  6"  x  f  " 
2  Pis.  —  40"  x  \" 
2  Pis.  -  27  Yf  x  I" 

2  PIS.  -  tf"   X  Ty 


MONONGAHELA 

BRIDGE, 
PITTSBURG 

4  li.  -  8"  x  8"  x  i" 

2  Pis.  —  2O"  X    l" 

2  pis.  -  36-  x  3ry 


NIAGARA  CANTI- 
LEVER BRIDGE, 
NIAGARA  FALLS 


SECTIONS  OF  BRIDGE   CHORDS 


MEMPHIS   BRIDGE, 
MEMPHIS,  TENN. 

81s.  -  6"  X4"  X  |" 
8  Pis.  -  30"  x  H" 


-^l— 


//f    ;   //*•    j.    /** 


.^V- 


THEBES   BRIDGE, 
THEBES,   ILL. 


NEW  OMAHA  BRIDGE, 
OMAHA,   NEB. 

1  PL  -  28"  x  \" 

2  Pis.  -  i8"x  i" 
2  PIS.  -  10"  X  f" 

2  Pis.  -    5"  x  f " 


(63) 


SECTIONS   OF   BRIDGE   CHORDS 


//£* 


CAIRO  BRIDGE, 
CAIRO,  KENTUCKY 


INTERNATIONAL  BRIDGE, 
BUFFALO 


1  -. 


/-S"  /-S 


SIXTH  STREET  BRIDGE, 
PITTSBURG 


LoceJ 


(64) 


SECTIONS   OF   BRIDGE   CHORDS 


BELLEFONTAINE 
BRIDGE,  ALTON, 
ILLINOIS 


_  iJf      MONONGAHELA 
RIVER  BRIDGE, 
PITTSBURG 


RANKIN  BRIDGE, 
RANKIN,  PA. 


SECTIONS   OF    BRIDGE    CHORDS 


-  I"  ' 


ROOF  TRUSS,  WALDORF-AS- 
TORIA HOTEL,  NEW  YORK 

I2|_s__6"x  4"X  \" 
ioPls.-29j//x  f" 
2  Pis.  -  36""x  J" 


EADS  BRIDGE,   ST.  LOUIS 


(66) 


UNIT  STRAINS 

The  following  data  on  unit  strains,  pages  67,  68,  69,  70,  71,  and  73,  is 
taken  from  Bulletin  No.  41  of  the  American  Railway  Engineering  and 
Maintenance  of  Way  Association,  published  in  1903. 

STRAINS    UNDER   DYNAMIC   LOADS 

The  subject  of  unit  strains  in  iron  and  steel  structures  is,  as  said  before,  so  closely 
related  to  the  quality  and  strength  of  material  used,  and  the  loading  which  the  struc- 
ture has  to  carry,  that  the  three  must  be  studied  together. 

The  quality  and  strength  of  material  to  be  used  in  the  structure  is  well  known 
from  the  numerous  tests  made  on  both  specimens  and  full-sized  structural  members 
in  the  last  fifty  years,  during  which  period  iron  and  steel  have  been  used  for  struc- 
tures of  various  kinds. 

The  load  which  the  structure  may  have  to  carry  during  its  service  is,  c  n  the  con- 
trary, more  or  less  an  assumption  at  the  time  the  structure  is  designed. 

If  this  is  a  railroad  bridge,  we  assume  that  it  shall  carry  a  load  represented  by  a 
typical  train.  The  static  load  applied  on  the  bridge  from  this  typical  train  may  closely 
represent  the  static  load  of  the  heaviest  actual  train  passing  over  the  bridge  when  in 
service,  but  we  are  still  in  doubt  how  much  this  static  load  should  be  increased  to 
closely  represent  the  dynamic  load  from  the  moving  train. 

It  is  on  the  question  how  to  provide  for  this  dynamic  load  of  the  moving  train 
that  the  engineers  who  design  bridges  differ,  and  there  is  a  wide  field  for  the  investi- 
gator to  determine  by  experiments  and  observation  what  the  relations  are  between 
the  static  train  load  and  the  load  produced  by  the  moving  train  for  various  lengths  of 
spans  and  for  the  various  members  of  the  bridge.  Such  investigation,  if  carefully 
made  and  of  sufficient  extent,  would  be  of  great  value  to  both  the  designers  ajid  the 
purchasers  of  bridges.  The  Committee  is  now  making  some  investigations  in  this 
direction  in  connection  with  the  subject  of  impact. 

Two  distinct  methods  are  used  to  provide  for  the  excess  of  the  dynamic  load  above 
the  assumed  static  load.  The  first  method,  which  we  may  say  has  been  used  ever 
since  bridge  designing  became  a  science,  and  which  is  still  adhered  to  by  many  engi- 
neers, is  to  vary  the  unit  strains  in  the  different  members  of  the  structure  according  to 
some  rule..  Some  engineers  vary  the  unit  strains  according  to  the  relation  between 

(6?) 


UNIT  STRAINS 

live  and  dead  load,  or  total  load  and  dead  load;  some  use  different  fixed  unit  strain 
for  the  different  members  of  the  structure;  and  some  use  different  unit  strains  for  live 
load  and  for  dead  load. 

The  second  method,  which  has  lately  found  favor  with  and  has  been  adopted  by 
many  of  the  American  engineers,  is  to  use  a  constant  unit  strain  for  the  same  grade  of 
material  and  provide  for  the  dynamic  effect  of  the  load  by  increasing  the  static  live- 
load  strains  according  to  impact  formulas. 

This  last  method  seems  to  be  the  most  rational,  as  it  treats  the  dynamic  increment 
of  the  load  as  a  load,  and  not  as  a  decreased  strength  of  material. 

It  has  been  thoroughly  demonstrated,  by  experiments,  that  when  a  piece  of  iron 
or  steel  is  strained  above  its  elastic  limit,  but  below  its  ultimate  strength,  it  will  finally 
break  if  the  strain  is  repeated  a  sufficient  number  of  times,  and  that  the  nearer  this 
strain  is  kept  to  the  elastic  limit,  the  larger  is  the  number  of  repetitions  of  the  strain 
that  are  required  to  break  the  piece,  and  that  when  this  repeated  strain  is  close  above 
the  elastic  limit,  the  number  of  repetitions  required  to  break  the  piece  rapidly  ap- 
proaches infinity.  It  is  therefore  reasonable  to  assume  that  a  piece  strained  below 
the  elastic  limit  will  stand  any  number  of  repetitions  of  the  strain  without  being  in- 
jured or  reduced  in  strength. 

If,  therefore,  all  the  possible  strains  with  their  dynamic  increment  to  which  the 
various  members  of  the  structure  will  probably  be  subjected  are  found,  and  if  such 
perfect  workmanship  is  possible  that  each  piece  in  a  member  is  strained  equally  per 
unit  with  every  other  piece  in  the  same  member,  and  the  material  is  free  from  defects, 
then  it  would  be  safe  to  use  a  unit  strain  equal  to  that  required  to  strain  the  member 
up  to  the  elastic  limit.  The  material  may  have  defects  not  discovered  by  the  in- 
spection and  the  workmanship  is  not  perfect.  The  pieces  forming  the  member  will, 
therefore,  not  be  equally  strained  in  the  finished  structure.  Some  pieces  may  have 
to  be  stretched  considerably  before  other  pieces  take  any  of  the  strain. 

How  much  additional  section  should  be  allowed  for  these  defects  in  material  and 
workmanship  depends  on  the  care  taken  in  the  manufacturing  at  mills  and  shops,  and 
on  the  thoroughness  of  inspection.  If  the  section  is  increased  seventy-five  per  cent., 
it  seems  reasonable  to  assume  that  these  defects  have  been  provided  for  very  liberally. 
This  would  give  an  allowable  unit  strain  equal  to  four-sevenths  of  the  elastic  limit. 

UNIT   STRAINS   IN   COMPRESSION  MEMBERS 

There  is  much  diversity  of  opinion  in  regard  to  unit  strains  for  compression  mem- 
bers. Numerous  tests  have  been  made,  the  results  plotted  on  diagrams,  and  formulas 

(68) 


UNIT  STRAINS 

devised  to  agree  as  closely  as  possible  with  the  average  of  the  results  of  tests.  Most 
of  these  formulas,  when  reduced  to  the  same  base  unit,  follow  each  other  closely  within 
the  limits  for  length  of  member  divided  by  least  radius  of  gyration  of  cross-section  of 
member  that  are  used  in  good  designing. 

The  attached  diagram  (page  73)  gives  the  allowed  unit  strains,  derived  from 
some  well-known  formulas  for  the  various  relations  of  "1  over  r,"  reduced  to  a  base 
unit  strain  of  16,000  pounds  per  square  inch. 

The  straight-line  formula,  first  proposed  by  Thomas  H.  Johnson,  and  used,  among 
others,  by  Theodore  Cooper  in  his  specifications,  is  very  simple,  and  gives  values  that 
are  no  doubt  as  close  to  the  actual  conditions  as  any  of  the  other  more  complicated 
formulas,  within  the  limits  for  the  relation  "1  over  r"  used  in  good  designing. 

This  formula  discourages  inexperienced  designers  from  using  long  and  flimsy 
compression  members,  which  they  are  very  apt  to  do  when  they  use  a  formula  which 
will  allow  comparatively  high  unit  strains  for  high  values  of  the  relation  "1  over  r." 

The  earlier  formulas  always  made  a  distinction  between  members  with  pin  end 
connections  and  members  with  riveted  end  connections,  but  the  later  formulas  make 
no  such  distinction. 

A  member  with  pin  end  connections  is  not  as  rigid  as  a  member  with  riveted  end 
connections;  but,  on  the  contrary,  pin  connections  do  not  transmit  the  secondary 
bending  strains,  caused  by  the  deflection  of  the  structure,  to  their  member  as  much  as 
riveted  connections.  It  seems,  therefore,  as  if  the  advantage  of  stiffness  in  a  member 
with  riveted  end  connections  is,  at  least  to  some  extent,  counterbalanced  by  the  dis- 
advantage of  transmitted  bending  strains,  and  that  there  is  practically  no  difference 
in  strength  between  the  two  members,  if  of  same  section  but  with  the  above  difference 
in  end  connection. 

Our  knowledge  is  still  limited  in  regard  to  the  effects  of  alternating  and  com- 
bined strains.  As  the  members  subject  to  these  strains  are  very  few  in  an  ordinary 
structure,  we  can  afford  to  be  liberal  with  material  in  proportioning  them. 

The  large  number  of  bridges  are  of  so  short  spans  that  the  lateral  and  sway  bracing 
should  be  proportioned  to  resist  the  effect  of  the  swinging  and  swaying  of  the  trains 
rather  than  the  effect  of  the  wind  pressure.  The  term  "wind  bracing"  is  misleading, 
except  for  long  spans.  There  is  no  reason  why  the  unit  strains  allowed  on  these  parts 
of  the  structure  should  be  different  from  those  previously  given. 


(69) 


SUMMARY   OF   COMPRESSION   FORMULAE 

From  Bulletin  No.  41  of  the  American  Railway  Engineering  and  Maintenance  of 

Way  Association 


A  —  Gordon 's    Formula. 
Square  bearing. 


50000 

B"    1  J2 

I    + 


36000 


"B  —  Gordon 's   Formula. 

Pin  and  square  bearing. 


50000 


i  + 


24000 


C  —  Gordon 's   Formula. 
Pin  bearing. 


50000 


i  + 


18000  r2 


D  —  American  Bridge  Co. 

Standard  specifications  railway  bridges. 


15000 


13500  r* 


Boston  &  Maine  R.  R. 

Standard  specifications  riveted  members. 


8700 


10000         i  + 


28000  r2 


Boston  &  Maine  R.  R. 

Standard  specifications  pin  members. 


14000 


G  —  J-  B.  Johnson's  Formula. 
Riveted  ends. 


H  —  J.  B.  Johnson's  Formula. 
Pin  ends. 


(70) 


SUMMARY   OF    COMPRESSION   FORMULA  (Continued) 

From  Bulletin  No.  41   of  the  American  Railway  Engineering  and  Maintenance  of 

Way   Association 


I  —  Max  von  Leber's  Formula. 

In  Bulletin  of  European  Railway  Congress. 


P,  = 


o.oi  - 

r 


J  —  Cooper's  Formula. 

Chord  segments.       Live  load  strains. 


10000  -  45  - 


K  —  Cooper's     Formula. 

Posts  of  through  bridges.     Live  load  strains. 


Pa=    8500-45^ 


L  —  Cooper's   Formula. 

Posts  of  deck  bridges.     Live  load  strains. 


Pi  =    9000  —  40  - 


M  —  Formula    recommended  by  the 

Committee  on  Iron  and  Steel  Structures. 


Pt  =  16000  -  70- 


P  =  Base  unit  strains  in  Ibs.  per  square  inch. 
PI  =  Allowable  unit  strains  in  Ibs.  per  square  inch. 
1    =  Unsupported  length  in  inches, 
r    =  Least  radius  of  gyration  in  inches. 
E  =  Modulus  of  elasticity  =  29,000,000. 
f    =  Elastic  limit  =  28,000. 

a    =  Values  given  in  table  in  Boston  &  Maine  R.  R.  speci- 
fications for  metal  bridges,  1896. 
s    =  Factor  of  safety. 

(71) 


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(72) 


CURVES    DERIVED     FROM   FORMULAE    ON   PAGES    70   AND    71 
REDUCBD   TO   16,000  BASE  UNIT 

From  Bulletin  No.  41   of  the  American  Railway  Engineering  and  Maintenance  of 

Way  Association 


^ 


1 


** 


1   1   §   1 


(73) 


OQ 


x 

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t^.    <s     Tf    M     r-~  CO 
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WO    t^  00     ON    O 

(74) 


CURVES  CORRESPONDING  TO  FORMULA  ON  PAGES 
70  AND  71 


1 


I  I 

5        * 


1        1 


s       ^      •*      >» 

sfujs  41  un  9/qoMO/iy 


I    I 


(75) 


RAILROAD    BRIDGE    SPECIFICATIONS 


NAME. 

H 
< 
M 

>< 

GRADE  OF 
STEEL. 

ELASTIC 
LIMIT. 

SAFE 
TENSION. 

SAFE  COMPRESSION. 

SAFE 
STRESS 
COMBINEUJ 

American  Bridge  Co. 
Theodore  Cooper 
The  Osborn  Eng.  Co. 
*A.R.E.  &M.ofW.A. 

Pennsylvania  R.R. 

N.Y.C.  &  H.R.  R.R. 
Missouri  Pacific 

I9OO 
I9OI 
1903 
1903 

I9OI 

I9O2 
I9O2 

52000-62000 
60000-70000 

540OO-62OOO 
60000-67000 

52OOO-62OOO 
60000-70000 

55000-65000 
52000-62000 

56000-64000 

52000-62000 
60000-70000 

*  Ult. 

JUlt. 
32000 

35000 
28000 

28000 
33000 

$Ult. 

15000 
17000 

Variable 

15000 
17000 

16000 
15000 

L.L.  -  8000 
D.L.  —  16000 

15000 

{15000                17000 

D+f  B 
D+B 

D+IB 

D+B 

P                         P 

13500^           iiooor 
Straight  line-Variable 
(      i  5000             i  7000 

\              P                    P 

LX  '  36ooor2        '  36ooor2 
16000  —  70- 

r            15000 

il        * 

13500- 
f         8000              16000 

il        P          H        P 

I        iSooor2           iSocior2 
17000-80- 

D  =  direct  stress  in  pounds  per  square  inch. 
B  =  extreme  fiber  stress  in  pounds  per  square  inch. 
L.L.  =  live  load. 
D.L.  =  dead  load. 
*  American  Railway  Engineering  and  Maintenance  of  Way  Association 


(76) 


HIGHWAY   BRIDGE    SPECIFICATIONS 


NAME. 

K 

M 

GRADE  OF 
STEEL.    "" 

ELASTIC 
LIMIT. 

SAFE 
TENSION. 

SAFE  COMPRESSION. 

SAFE 
STRESS 
COMBINED. 

American  Bridge  Co. 

1901 

52000-62000 
60000-70000 

i  Ult. 

15000 
17000 

{1  5000               1  7000 

D+l  B 

P                        P 

I35oor2        '  nooor2 

Theodore  Cooper 

1901 

54000-62000 
60000-68000 

iUl, 

Variable 

Straight  line-Variable 

D  +  B 

The  Osborn  Eng.  Co. 

I9OI 

52000-62000 
60000-70000 

32000 
35000 

2OOOO 
22000 

f         20000                   22OOO 

D  +  B 

<                    P                              P 

I       36ooor2    ]      36000^ 

BUILDING   SPECIFICATIONS 


NAME. 

o5 

<: 

H 
>• 

GRADE  OF 
STEEL. 

ELASTIC  1 
LIMIT.  1 

SAFE 
TENSION. 

SAFB  COMPRESSION. 

SAFB 
STRESS 
COMBINED^ 

Charles  Evan  Fowler 

I9OI 

55000-65000 

iuit. 

15000 

I 
12500  —  41.7- 

.    .    . 

C.  C.  Schneider 

1904 

55006-65000 

28000 

16000 

16000  —  70     - 

D+$B 

New  York  Bldg.  Law 

l899 

54000-64000 

32000 

16000 

15200-58     - 

•  -  • 

Chicago  Bldg.  Law 

1903 

.      .      . 

•  • 

15000 

15000  reduced 

.   .   . 

D  =  direct  stress  in  pounds  per  square  inch. 

B  =  extreme  fiber  stress  in  pounds  per  square  inch. 
L.L.  =  live  load. 
D.L.  =  dead  load. 


(77) 


TABLE    32 


SAFE   LOADS    OF   TWO    ANGLES 


T 


Short  legs  outstanding 

Safe  Loads  are  based  on  the  New  York  Building  Law  Formula,  P— 15200  —  58  - 

Safe  Loads  given  are  total  safe  loads  in  thousand  pounds 

For  sections  to  the  left  of  the  heavy  line  -  is  less  xiian  iao 


LEAST. 
r 

TOTAL 
AREA. 

SIZE 
OF  ANGLES. 

b.  TO  b. 

OF 

ANGLES. 

UNBRACED  SPAN  IN  FEET. 

4 

5 

6 

7 

8 

9 

10 

I.4Q 

14.62 

7X3£X  f 

1 

194.9 

188.1 

181.2 

174.4 

167.6 

160.8 

J53-9 

1.48 

13.50 

xtt 

f 

179.8 

J73-5 

167.1 

160.8 

154-4 

148.1 

141.7 

I.46 

12.34 

x  f 

1 

164.0 

158.2 

!52-3 

146.4 

140.5 

134.6 

128.7 

1.40 

II.lS 

xA 

1 

147.7 

142.1 

136.6 

131.0 

125-5 

119.9 

114-3 

1-39 

10.00 

x  i 

i 

132.0 

127.0 

I22.O 

116.9 

111.9 

106.9 

101.9 

1-35 

8.80 

xA 

A 

115.6 

in.  i 

106.5 

IO2.O 

97-5 

92.9 

88.4 

1.79 

13.88 

6x4  x  f 

f 

189.4 

184.0 

178.6 

J73-2 

167.8 

162.4 

I57-° 

1.77 

12.82 

x& 

f 

174.7 

169.7 

164.6 

159.6 

J54-5 

J49-5 

144-5 

1.76 

11.72 

x  f 

1 

159.6 

!55-° 

!5o-3 

J4S-7 

141.1 

136.4 

131.8 

1.70 

10.62 

xA 

\ 

144.0 

139-7 

!35-3 

131.0 

126.6 

122.3 

118.0 

1.69 

9-50 

x  i 

i 

128.8 

124.8 

120.9 

117.0 

113.1 

109.2 

I05-3 

1.65 

8.36 

xA 

A 

113.0 

109.5 

105.9 

102.4 

98.9 

95-3 

91.8 

1.62 

7.22 

x  f 

1 

97-3 

94.2 

91.1 

88.0 

84.9 

81.8 

78.7 

1.56 

9.84 

5X3^X  f 

1 

132.0 

127.6 

123.2 

"118.8 

114.4 

IIO.I 

I05-7 

1-55 

8.94 

xA 

i 

119.8 

115.8 

iii.8 

107.8 

103.8 

99-8 

95-8 

1.54 

8.00 

x  * 

} 

167.1 

I03-S 

99-9 

96-3 

92.7 

89.1 

85-4 

1.50 

7.06 

x& 

A 

94.2 

90.9 

87.6 

'  84-4 

81.1 

77-8 

74-5 

1.46 

6.10 

x  I 

1 

81.1 

78.2 

75-3 

72.4 

69-5 

66.6 

63.6 

1-43 

5.12 

xA 

A 

67.9 

65-4 

62.9 

60.4 

57-9 

55-4 

52-9 

1.24 

7-24 

4x3  XA 

A 

93-8 

89.7 

85-7 

81.6 

77-5 

73-5 

69.4 

1.25 

6.50 

x  i 

i 

84-3 

80.7 

77.1 

73-5 

69.8 

66.2 

62.6 

1.25 

5-74 

xA 

A 

74-5 

7i-3 

68.1 

64.9 

61.7 

58.5 

55-3 

1.26 

4.96 

x  f 

1 

64.4 

61.7 

59-° 

56.2 

53-5 

50-7 

48.0 

1.27 

4.18 

xA 

A 

54-4 

52.1 

49.8 

47-5 

45-2 

42.9 

40.6 

.91 

5.00 

3X2^X   \ 

\ 

60.7 

56-9 

53-i 

49.2 

45-4 

41.6 

37-8 

.92 

4-44 

x^ 

A 

54-1 

5°-7 

47-3 

44.0 

40.6 

37-3 

33-9 

•93 

3.84 

x  f 

1 

46.9 

44.0 

41.1 

38-3 

35-4 

32-5 

29.6 

•94 

3.24 

xA 

A 

39-7 

37-3 

34-9 

32-5 

30.1 

27.7 

25-3 

•95 

2.62 

x  \ 

A 

32.1 

30.2 

28.3 

26.4 

24-5 

22.5 

20.6 

•77 

3.10 

2$X2X   f 

1 

35-9 

33-i 

30.3 

27-5 

24.7 

21.9 

19.1 

.78 

2.62 

x^ 

A 

30-5 

28.1 

25.8 

23-5 

21.  1 

18.8 

16.5 

.78 

2.12 

x  i 

A 

24.7 

22.8 

20.9 

19.0 

I7.I 

15.2 

13.3 

•79 

1.62 

XA 

\ 

18.9 

J7-5 

16.1 

14.6 

I3.'2 

n.8 

10.4 

(78) 


TABLE    32   (Continued} 
AS    COLUMNS    OR  STRUTS 

Short  legs  outstanding 

Safe  Loads  are  based  on  the  New  York  Building  Law  Formula,  P— 15300  —  58  - 

Safe  Loads  given  are  total  safe  loads  in  thousand  pounds 

For  sections  to  the  left  of  the  heavy  line  -  is  less  than  120 


UNBRACED  SPAN  IN  FEET. 

II 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

147.1 

140.3 

126.6 

113.0 

99-3 

85.6 

72.0 

58-3 

44-7 

135-4 

129.0 

116.3 

103.6 

90.9 

78.2 

65.5 

52.8 

40.1 

I22.Q 

II7.O 

105.2 

93-4 

81.7 

69.9 

58.1 

46.4 

34-6 

108.8 

103.2 

92.1 

81.0 

69.9 

58.8 

47-7 

36.5 

25-4 

96.9 

91.9 

81.9 

71.9 

61.9 

51-9 

41.8 

31,8 

21.8 

83-9 

79-3 

70.2 

61.2 

52-1 

43-o 

34-o 

24.9 

15.8 

151.6 

146.2 

r35-4 

124.6 

113.8 

103.0 

92.2 

81.4 

70.7 

59-9 

49.1 

J39-4 

134-4 

124-3 

114.2 

104.1 

94-o 

84.0 

73-9 

63.8 

53-7 

43-6 

127.2 

122.5 

"3-3 

104.0 

94-7 

85-4 

76.2 

66.9 

57-6 

48.4 

39-i 

113.6 

109.3 

100.6 

91.9 

83.2 

74-5 

65-9 

57-2 

48.5 

39-8 

3i-i 

101.4 

97-4 

89.6 

81.8 

74-o 

66.1 

58.3 

5°-5 

42.7 

34-8 

27.0 

88.3 

84.8 

77-7 

70.7 

63.6 

56-5 

49-5 

42.4 

35-4 

28.3 

21-3 

75-6 

72-5 

66.3 

60.  i 

53-9 

47-6 

41.4 

35-2 

29.0 

22.8 

16.6 

101.3 

96.9 

88.1 

79-3 

7o-5 

61.8 

53-o 

44.2 

35-4 

91.7 

87.7 

79-7 

71.7 

63.6 

55-6 

47-6 

39-6 

3i-5 

81.8 

78.2 

71.0 

63.8 

56.5 

49-3 

42.1 

34-8 

27-6 

7*-3- 

68.0 

61.4 

54-9 

48.3 

41.8 

35-2 

28.7 

22.1 

60.7 

57-8 

52-0 

46.2 

40.4 

34-6 

28.7 

22.9 

I7.I 

50-4 

47-9 

42.9 

38.0 

33-o 

28.0 

23.0 

18.0 

13.0 

65-4 

61.3 

53-2 

45-o 

36-9 

28.8 

59-o 

55-4 

48.1 

40.9 

33-7 

26.4 

52-1 

48.9 

42.5 

36-1 

29.7 

23-3 

45-3 

42.5 

37-o 

31.6 

26.1 

20.6 

38-3 

36.1 

31-S 

26.9 

22.3 

17.7 

33-9 

30.1 

22.5 

30.6 

27.2 

20.5 

26.8 

23-9 

18.1 

22.9 

20.5 

J5-7 

18.7 

16.8 

12.9 

(79) 


cn 
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PL, 

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5 

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rt 

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TABLE  37 


SAFE  LOADS   FOR 

Safe  loads  are  based  on  New  York  Building  Law  Formula 
Safe  loads  given  are  total  safe  loads  in  thousand  pounds 
For  sections  to  the  left  of  the  heavy  line,  -  is  less  than  xao 
d  =  Distance  back  to  back  in  inches  to  make  r  equal  about  both 
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TOTAL 
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35 

20.58 

5-58 

9-43 

292.3 

287.1 

282.0 

276.8 

« 

33 

19.80 

5.62 

9-5° 

281.3 

276.4 

27i-5 

266.6 

12 

40 

23.52 

4.09 

6.60 

325-5 

317-5 

3°9-5 

301-5 

" 

35 

20.58 

4.17 

6.81 

285-3 

278-5 

271.6 

264.7 

" 

30 

17.64 

4.28 

7.07 

245.2 

239-4 

233-7 

228.0 

« 

25 

14.70 

4-43 

7-36 

205.0 

200.3 

195-7 

191.1 

« 

20.50 

1  2.  06 

4.61 

7.67 

168.7 

165.1 

161.5 

157-8 

10 

25 

14.70 

3-52 

5-67 

200.  2 

194.4 

188.6 

182.7 

« 

20 

11.76 

3.66 

5-97 

160.9 

156.4 

iS1^ 

147.4 

« 

15 

8.92 

3-87 

6-33 

122.7 

"9-5 

116.3 

113.1 

9 

20 

11.76 

3-21 

5.12 

I58-3 

153-2 

148.2 

I43-1 

« 

15 

8.82 

3-40 

5-49 

II9.6 

1  1  6.0 

112.4 

108.8 

« 

13.25 

7.78 

3-49 

5-63 

105.8 

102.7 

99.6 

96.5 

8 

16.25 

9.56 

2.89 

4-54 

126.9 

122.3 

117.7 

113.1 

« 

13-75 

8.08 

2.98 

4-72 

107.7 

103.9 

100.2 

96.4 

<« 

11.25 

6.70 

3-n 

4-94 

89.8 

86.8 

83.8 

80.8 

7 

14-75 

8.68 

2.50 

3-8o 

112.  6 

107.8 

IO2-9 

98.1 

ii 

12.25 

7.20 

2-59 

3-99 

94.0 

90.1 

86.2 

82.4 

" 

9-75 

5-70 

2.72 

4.22 

75-o 

72.1 

69.1 

66.2 

6 

13 

7.64 

2.13 

3-°9 

96.2 

91.2 

86.2 

81.2 

(C 

I0.5O 

6.18 

2.21 

3.28 

78.4 

74-5 

70.6 

66.7 

11 

8 

4.76 

2-34 

3-52 

61.0 

58-2 

55-4 

52-5 

5 

9 

5.30 

1.83 

2-56 

64.4 

60.4 

56.4 

52-3 

M 

6.50 

3.90 

1-95 

2-79 

48.1 

45-4 

42.6 

39-8 

4 

5-25 

3.10 

1.56 

2.06 

36.1 

33-3 

30-5 

27.8 

(84) 


TABLE  37   (Continued) 


LACED    CHANNEL    COLUMNS 


Safe  loads  are  based  on  New  York  Building  Law  Formula 

Safe  loads  given  are  total  safe  loads  in  thousand  pounds 

For  sections  to  the  left  of  the  heavy  line,  -  is  less  than  120 

d  =  Distance  back  to  back  in  inches  to  make  r  equal  about  both  axes 


UNBRACED  SPAN  IN  FEET. 

16 

18 

20 

22 

24 

26 

28 

30 

422.0 

4I3-3 

404.6 

395-9 

387-1 

378.4 

369-7 

360.9 

384.5 

376-7 

368.9 

361.1 

353-2 

345-4 

337-6 

329-7 

347-1 

340.1 

333-2 

326.3 

3!9-4 

312.4 

305-5 

298.6 

309-3 

303-2 

297.2 

291.2 

285.1 

279.1 

273.1 

267.1 

271.7 

266.6 

261.5 

256-3 

251-2 

246.1 

240.9 

235-8 

261.7 

256.8 

25  *  -9 

247.0 

242.1 

237-2 

232.3 

227.4 

293-5 

285-5 

277-5 

269.5 

261.5 

253-5 

245-4 

237-4 

257-9 

251.0 

244.1 

237-2 

230.4 

223-5 

216.6 

209.8 

222.2 

216.5 

210.8 

205.0 

199-3 

J93-5 

187.8 

182.1 

186.5 

181.9 

177-3 

172.6 

1  68.0 

163.4 

158.8 

154.2 

154.2 

150.5 

146.9 

143-3 

139.6 

136.0 

132-3 

128.7 

176.9 

171.1 

165.3 

I59-5 

J53-7 

147.9 

142.1 

136.2 

143.0 

138-5 

134.0 

129.6 

125.1 

120.6 

116.1 

111.7 

lOQ.Q 

106.7 

103.5 

100.3 

97.1 

93-9 

90.7 

87-5 

138.0 

132.9 

127.8 

122.7 

117.6 

112.5 

107.4 

102.3 

IO5.2 

101.6 

98.0 

94-3 

90.7 

87.1 

83-5 

79-9 

93-4 

90-3 

87.2 

84.1 

81.0 

77-9 

74-8 

71.7 

108.5 

103.9 

99-3 

94-7 

90.1 

85-4 

80.8 

02  6 

88.8 

8c  T 

81  1 

77  C 

7?  8 

7O  O 

77-9 

74-9 

05.1 
71.9 

01.^5 
68.9 

//•5 
65-9 

IS-0 
62.9 

59-9 

56.9 

93-3 

7Q    g 

88.4 

•JA    f\ 

83.6 

78.8 
66  n 

73-9 

75-5 
63-3 

74.O 
6O.4 

70.7 

57-5 

uu.y 

54.6 

63.0 
51-6 

48.7 

76.2 

71.2 

66.2 

62.8 

58.9 

55-o 

51-1 

49-7 

46.9 

44-o 

41.2 

48.3 

44.3 

37-o 

34-2 

(85) 


TABLE  38 


STRESS    DUE   TO    WEIGHT   OP   SECTION 


The  extreme  fiber  stress  due  to  the  weight  of  a  member  may  be  determined  by  the  formula  given 
below.  The  general  formula  and  table  are  based  on  the  member  acting  as  a  beam  supported  at 
the  two  ends.  The  bending  produced  for  the  horizontal  span  L  is  the  same  whether  the  member 
is  horizontal  or  inclined. 

Let  R  =  extreme  fiber  stress  in  pounds  per  square  inch, 

L  =  simple  horizontal  span  in  feet, 

r  =  radius  of  gyration  of  section  about  axis  at  right  angles  to  load, 
e  =  distance  in  inches  from  neutral  axis  to  extreme  fiber  in  question, 


Then 


R  = 


5.1  el* 


Since  bending  produces  compression  in  the  upper  fiber  and  tension  in  the  lower  fiber;  for  mem- 
bers having  direct  compressive  stress,  R  for  the  upper  fiber  is  added  to  the  direct  compression  in 
pounds  per  sq.  in.;  for  members  having  direct  tensile  stress,  R  for  the  lower  fiber  is  added  to  the 
direct  tension  in  pounds  per  sq.  in.  See  combined  stresses  under  specifications. 

In  the  above  formula  R  varies  directly  as  e  and  inversely  as  r2 ;  it  is  therefore  important  that 
r  should  be  as  large  as  possible  and  that  e  should  be  as  small  as  possible  for  a  given  section. 

The  following  table  gives  values  of  R  for  tension  and  compression  members.  For  angles  sub- 
ject to  direct  compression  the  angle  is  placed  thus  •  ••  For  angles  subject  to  direct  tension  the 
angle  is  placed  thus  • 

tfd 


STRESS    DUE   TO    WEIGHT   FOR   ANGLES 

EXTREME  FIBER  STRESS  IN  POUNDS  PER  SQUARE  INCH 


SIZE 
OF  ANGLE. 

< 

• 
• 
<j 

SIMPLE  HORIZONTAL  SPAN  IN  FEET. 

e 

r 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

6x4  x  f 

5-86 

2.03 

.90 

IOO 

180 

290 

410 

560 

740 

93° 

II5O 

1390 

1650 

1940 

2250 

2580 

x  } 

4-75 

•99 

.91 

100 

1  80 

280 

400 

55° 

710 

900 

IIIO 

135° 

1600 

1880 

2180 

2500 

x^ 

4.18 

.96 

.92 

IOO 

170 

270 

390 

53° 

690 

880 

1080 

1310 

1560 

1830 

2120 

2440 

x  I 

3.61 

.94 

•93 

IOO 

170 

270 

380 

520 

680 

860 

1060 

1280 

^3° 

1790 

2080 

2390 

5X3ix  * 

4.00 

.66 

•58 

1  20 

220 

34o 

490 

660 

870 

I  IOO 

1360 

1640 

!95° 

229O 

2660 

3050 

x^ 

3-53 

•63 

•59 

1  20 

2IO 

33° 

470 

650 

840 

1070 

1320 

1590 

1900 

2220 

2580 

2960 

x  I 

3-05 

.61 

.60 

1  20 

2IO 

320 

460 

630 

820 

1040 

1280 

!55° 

1850 

2170 

2520 

2890 

x& 

2.56 

•59 

1.61 

no 

200 

310 

450 

610 

800 

IOIO 

1250 

1520 

1800 

2120 

2450 

2820 

4x4  x  j 

3-75 

.18 

1.22 

150 

260 

400 

580 

790 

1030 

1310 

l62O 

1960 

233° 

2730 

3170 

3640 

XA 

x  f 

lil 

.16 

.14 

•23 
•23 

140 

140 

250 
250 

39° 
380 

56o 

550 

770 

75° 

IOOO 

980 

1270 
1240 

1560 
1540 

1890 
1860 

2250 

2210 

2640 
2600 

3070 
3010 

3520 
3460 

XA 

2.40 

.12 

.24 

130 

24O 

37° 

530 

73° 

95° 

1200 

1480 

1800 

2I4O 

25IO 

2910 

3340 

4x3  x^ 

2.87 

•3° 

•25 

J5° 

270 

420 

610 

830 

1090 

1370 

I7OO 

2050 

2440 

2870 

3320 

3820 

x  I 

2.48 

.28 

.26 

J5° 

260 

410 

59° 

810 

1050 

*33° 

1640 

1990 

2370 

2780 

322O 

3700 

x& 

2.09 

1.26 

1.27 

140 

260 

400 

57o 

780 

1020 

1290 

1590 

1930 

2290 

2690 

3I2O 

358o 

3x3  x  f 

2.  II 

.89 

.91 

200 

35° 

55° 

790 

1070 

1400 

1780 

2190 

2650 

3l6o 

3700 

4300 

493° 

x& 

.78 

.87 

.92 

190 

34° 

520 

750 

1030 

1340 

1700 

2100 

2540 

3020 

3540 

4IIO 

4720 

x  \ 

•44 

.84 

•93 

1  80 

320 

500 

710 

970 

1270 

1600 

1980 

2400 

2850 

335° 

3880 

4460 

3X2JX  f 

.92 

.96 

•93 

2OO 

360 

57° 

820 

i  no 

145° 

1830 

2260 

2740 

3260 

3830 

4440 

5090 

XA 

.62 

•93 

.94 

190 

340 

540 

770 

1050 

1380 

1740 

2150 

2600 

3090 

3630 

4210 

4830 

x  1 

•31 

'.91 

•95 

190 

33° 

510 

740 

IOIO 

1320 

1670 

2O60 

2490 

2960 

347° 

4030 

4630 

2*X2X& 

I-3I 

.81 

.78 

24O 

440 

680 

980 

1330 

1740 

2200 

272O 

3290 

3910 

459° 

5320 

6110 

x  i 

i.  06 

•79 

.78 

240 

420 

660 

95° 

1300 

1700 

2150 

2650 

3200 

38lO 

4480 

5J9Q 

5960 

(86) 


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TABLE  41 


NET  SECTION  IN   SQ.   IN.  OF   ONE  ANGLE  DEDUCTING   ONE   f"   HOLE 


Thickness. 

i 

ft 

f 

ft 

i 

A 

1 

tt 

I 

it 

.    I 

if 

I 

Deducted. 

.IQ 

•23 

.28 

.33 

.38 

.42 

•47 

•52 

•56 

.61 

.66 

.70 

•75 

8x8 

7  37 

8  26 

9.14. 

IO  OI 

10  88 

1  1.73 

12.  57 

13.42 

14.2  s 

7X^i 

4O7 

A.  62 

517 

r  70 

6  23 

6  7C 

7  26 

7  76 

8  27 

8.?q 

6x6 

. 

4.08 

4-73 

5-37 

6.01 

6.64 

7.26 

7.88 

8.48 

9.08 

9.67 

10.25 

6x4 

.     . 

3-33 

3-85 

4-37 

4.89 

5-39 

5.89 

6.38 

6.86 

7-33 

7.80 

8.25 

5X3i 

.     . 

2-33 

2.77 

3.20 

3-62 

4-05 

4-45 

4.85 

5-25 

5-64 

6.01 

4x4 

2.17 

2.58 

2.98 

3-37 

3.76 

4.14 

4-51 

4.88 

5-23 

4  X3 

1.86 

2.  2O 

2.54 

2.87 

3.20 

3-5i 

3-82 

4.13 

4.42 

3  X3 

1.25 

i-55 

1.83 

2.10 

2-37 

2.64 

2.89 

3   X2j 

1.  12 

J-39 

1.64 

1.89 

2.12 

2.36 

2^X2^ 

I.OO 

1.24 

1-45 

1.67 

1.87 

• 

2$X2 

.87 

i.  08 

1.27 

1-45 

1.62 

2    X2 

•75 

.92 

1.  08 

1.23 

NET  SECTION  IN  SQ.  IN.  OF  ONE  ANGLE  DEDUCTING  TWO  £"  HOLES 


Thickness. 

\ 

A 

1 

A 

A 

A 

I 

H 

I 

H 

I 

if 

i 

Deducted. 

.38 

•47 

.56 

.66 

•75 

.84 

•94 

1.03 

1-13 

1.22 

1-31 

1.41 

1.50 

8x8 

7.00 

7.84 

8.67 

9."\O 

10.31 

II.  12 

I  I.Q2 

12.71 

1  3.^0 

7X^1 

3  74 

42  5 

47  - 

523 

572 

6  18 

6  6<: 

71  1 

7.^6 

8  oo 

6x6 

3-8o 

4.40 

5.00 

5-59 

6.17 

6-75 

7-3i 

7.87 

8-43 

8.96 

9-5° 

6x4 

.     . 

3-05 

3-52 

4.OO 

4-47 

4.92 

5.38 

5-8i 

6.25 

6.68 

7.09 

7-5° 

5X3i 

2.09 

2-49 

2.87 

3-25 

3-63 

3-98 

4-34 

4.68 

5-°3 

5-36 

4X4 

i-93 

2.30 

2.65 

3.00 

3-34 

3-67 

4.00 

4-31 

4.62 

• 

4  X3 

. 

1.62 

1.92 

2.21 

2.50 

2.78 

3-°4 

3-31 

3-56 

3.81 

3  X3 

1.  06 

i-3i 

J-55 

1.77 

2.OO 

2.22 

2.42 

3   X2i 

•93 

"S 

1.36 

I.56 

i-75 

i-94 

2^X2^ 

.81 

I.OO 

1.17 

i-34 

1.50 

2^X2 

.68 

.84 

•99 

1.  12 

1.25 

2    X2 

•56 

.68 

.80 

.90 

NET   SECTION  IN   SQ.   IN.  OF   ONE  ANGLE   DEDUCTING 
THREE  f"  HOLES 


Thickness.  1       f 

ft 

\ 

ft 

1 

tt 

I 

if 

I 

if 

I 

Deducted. 

.84 

.98 

1-13 

1.27 

1.41 

1.55 

1.69 

1.83 

1.97 

2.12 

2.25 

8x8 
6x6 

3-52 

4.08 

6.62 
4.62 

7.41 
5.16 

8.20 

5-70 

8.98 
6.23 

9-75 
6-75 

10.51 
7.26 

11.26 

7-77 

12.01 

8.26 

I2-75 
8-75 

(90 


TABLE   42 


NET   SECTION   IN   SQ.  IN.  OF  ONE  ANGLE   DEDUCTING   ONE 


HOLE 


THICKNESS. 

| 

A 

I 

5 

i 

A 

1 

H 

I 

it 

1 

H 

i 

DEDUCTED. 

.22 

.27 

•33 

.38 

•44 

.49 

•55 

.60 

.66 

•71 

•77 

.82 

.88 

8x8 

7  31 

8  in 

9  06 

Q    Q-2 

10  78 

1  1  63 

12  46 

i  ^  30 

14  I  2 

7X3? 

4.02 

4-56 

5.10 

5-62 

6.15 

6.65 

7.16 

7.65 

8.15 

8.62 

6x6 

.     . 

4-03 

4.68 

5-31 

5-94 

6.56 

7.l8 

7.78 

8.38 

8.97 

9-55 

10.12 

6x4 

3.28 

3.80 

4-31 

4.82 

5-31 

5.8l 

6.28 

6.76 

7.22 

7.68 

8.12 

5*3l 

2.29 

2.72 

3-J5 

3.56 

3-98 

4-37 

4-77 

5-i5 

5-54 

5-9° 

4x4 

•     • 

2.13 

2-53 

2-93 

3-3i 

3-69 

4.06 

4-43 

4.78 

5-i3 

4  X3 

1.82 

2.15 

2.49 

2.81 

3-i3 

3-43 

3-74 

4-03 

4-32 

3  X3 

1.22 

I-51 

1.78 

2.05 

2.31 

2-57 

2.81 

3    X2j 

1.09 

!-.35 

I-S9 

1.84 

2.06 

2.29 

2^X2^ 

•97 

1.20 

1-40 

1.62 

1.81 

2jX2 

.84 

I.O4 

1.22 

1.40 

1.56 

2    X2 

.72 

.88 

1.03 

1.18 

NET   SECTION   IN   SQ.   IN.  OF  ONE  ANGLE  DEDUCTING  TWO    \"  HOLES 


THICKNESS. 

\ 

A 

f 

A 

i 

& 

1 

H 

I 

if 

1     , 

it 

i 

DEDUCTED. 

.44 

•55 

.66 

•77 

.88 

.98 

1.09 

1.20 

I-3I 

1.42 

1-53 

1.64 

1-75 

8x8 

.    . 

6.87 

7.70 

8.52 

9-33 

10.13 

10.92 

11.70 

12.48 

13-25 

7X3i 

3-63 

4.12 

4.6l 

5.08 

5-55 

6.00 

6-45 

6.89 

7-33 

7-75 

6x6 

3-7° 

4.29 

4.87 

5-45 

6.02 

6.58 

7-!3 

7.67 

8.21 

8-73 

9-25 

6x4 

2-95 

3-4i 

3-87 

4-33 

4-77 

5-21 

5-63 

6.05 

6.46 

6.86 

7-25 

5X3i 

.     . 

2.01 

2-39 

2.76 

3.12 

3-49 

3-83 

4.17 

4-5° 

4-83 

5-i4 

4X4 

•     • 

1.85 

2.20 

2-54 

2.87 

3.20 

3-52 

3-83 

4-13 

4.42 

4  X3 

. 

i-54 

1.82 

2.10 

2-37 

2.64 

2.89 

3-14 

3-38 

3.61 

3  X3 

I.OO 

1.23 

1-45 

1.66 

1.87 

2.08 

2.27 

3    X2i 

.87 

1.07 

1.26 

i-45 

1.62 

i.  80 

2jX2^ 

•75 

.92 

1.07 

1.23 

i-37 

2^X2 

.62 

.76 

.89 

I.OI 

1.  12 

2    X2 

•5° 

.60 

.70 

•79 

NET  SECTION  IN  SQ.  IN.  OF  ONE  ANGLE  DEDUCTING  THREE  |"  HOLES 


THICKNESS. 

f 

A 

| 

s 

| 

i* 

t 

if 

i 

if 

i 

DEDUCTED. 

.98 

i.iS 

I-3I 

1.48 

1.64 

i.  80 

1.97 

2.13 

2.30 

2.46 

2.63 

8x8 
6x6 

3-38 

3-91 

6-44 
4-44 

7.20 

4-95 

7-97 
5-47 

8-73 
5-98 

9-47 
6.47 

10.21 
6.96 

10.93 

7-44 

11.66 
7.91 

12.37 
8-37 

(92) 


TABLE   43 


NET   SECTION   IN  SQ.  IN.  OF  ONE  ANGLE   DEDUCTING   ONE   1"  HOLE 


Thickness 

\ 

A 

* 

A 

I 

A 

1 

tt 

| 

H 

1 

if 

i 

Deducted. 

•25 

•31 

•38 

•44 

•50 

•56 

.63 

.69 

•75 

.81 

.88 

•94 

1.  00 

8x8 

72^ 

8  12 

898 

o  8d 

10  69 

ii  ^  3 

12   1Z 

ii  18 

14  OO 

7x3* 

3-96 

4-5° 

5-03 

5-54 

6.06 

6.56 

7.06 

7-54 

8.03 

8.50 

6x6 

3-98 

4.62 

5-25 

5.87 

6.48 

7.09 

7.69 

8.28 

8.86 

9-43 

IO.OO 

6x4 

.     . 

3-23 

3-74 

4.25 

4-75 

5-23 

5-72 

6.19 

6.66 

7.11 

7-56 

8.00 

5X3i 

.     . 

2.25 

2.67 

3-°9 

3-5° 

3-91 

4.29 

4.68 

5.06 

5-44 

5-79 

4x4 

2.09 

2.48 

2.87 

3-25 

3.62 

3-98 

4-34 

4.69 

5-03 

4  X3 

.     . 

1.78 

2.10 

2.43 

2-75 

3-o6 

3-35 

3-65 

3-94 

4.22 

3  X3 

I.I9 

1.47 

J-73 

1.99 

2.25 

2.50 

2-73 

3   X2| 

1.  06 

i-3* 

i-54 

1.78 

2.00 

2.22 

2*X2i 

•94 

1.16 

i-35 

1.56 

i-75 

2^X2 

.81 

1.  00 

1.17 

1-34 

1.50 

2    X2 

.69 

.84 

.98 

1.  12 

NET  SECTION  IN  SQ.  IN.  OP  ONE  ANGLE  DEDUCTING  TWO  1"  HOLES 


Thickness 

1 
4 

-h 

1 

A 

i 

& 

1 

H 

t 

H 

7 
5 

if 

i 

Deducted. 

•50 

.63 

•75 

.88 

1.  00 

1.13 

1.25 

1.38 

1.50 

1.63 

i-75 

1.88 

2.00 

8x8 

6.7q 

7.CC 

8  16 

91  r 

Q  Qd. 

IO  71 

ii  48 

7X^i 

•j  C2 

A   OO 

4  d6 

A.  O2 

e  77 

s  81 

6  67 

D-0± 

fMf 

ou 

6x6 

.    . 

3.61 

4.l8 

4.75 

5-3° 

5-86 

6.40 

6.94 

7.46 

7-99 

8-49 

9.00 

6x4 

2.86 

3-3° 

3-75 

4.18 

4.61 

5-°5 

5-44 

5-84 

6.24 

6.62 

7.00 

5X3i 

.      . 

!-93 

2.30 

2-65 

3.00 

3-34 

3-67 

3-99 

4-31 

4.62 

4.92 

4x4 

•      • 

1.77 

2.  II 

2-43 

2-75 

3-05 

3-36 

3-65 

3-94 

4.21 

4  X3 

. 

1.46 

i-73 

1.99 

2.25 

2.49 

2-73 

2.96 

3-19 

3-40 

• 

3  X3 

•94 

"S 

1.36 

i-55 

i-75 

J-93 

2.  II 

3   X2j 

.81 

•99 

1.17 

i-34 

1.50 

1.65 

2$X2i 

.69 

.84 

.98 

1.  12 

1.25 

2jX2 

•56 

.68 

.80 

.90 

I.OO 

2    X2 

•44 

•52 

.61 

.68 

NET  SECTION  IN  SQ.  IN.  OF  ONE  ANGLE  DEDUCTING  THREE  1"  HOLES 


Thickness 

1 

ik 

i 

& 

1 

H 

I 

if 

1 

if 

I 

Deducted. 

1-13 

i-3i 

1.50 

1.69 

1.88 

2.06 

2.25 

2.44 

2.63 

2.81 

3.00 

8x8 

6  2S 

6  OQ 

771 

8  47 

6x6 

3-23 

3-75 

4-25 

4-74 

•1  6 
5-23 

5-72 

•*v 

6.19 

y.yu 
6.65 

7-II 

11.31 

7.56 

8.00 

(93) 


m 


w 


CO  o 

M          a 

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O                           O              O 

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Os                                           .0 

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J 
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M                                                              M 

M"                          M                                    CN                               ^- 

ffi 

o            0 

8Q 
o 

8888 

Q\      s.                N.                           M          -^                %.                •>+                          t^-      s*                S.                 -                    ^t*       %»                 >*                N* 

£        ° 

H 

M----             &*'*'*'* 
8                                                         M^ 

10                    cs                            O                         OO 

5 
| 

ro                                        ro 

Tt*                                 M                                              l/>                                      O 

Q 

M                                                              M 

M                                   M 

•SH-IOH  *° 

HHXHWIVIQ 

•XHAI>I  HO 

aHxawviQ 

J. 

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OOOOOOO      OOvOvOOOO 

M                                                M 

moio    omoio    looiooiootoN 

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rt    5       *       *       5           (S,---- 

M                                          M 

(94) 


TABLE  45 


NET  VALUES   OF   CHANNELS.     ABOUT   AXIS    BB 

Deducting  one  hole  in  top  flange  and  one  hole  in  bottom  flange,  using 
standard  gauge  and  maximum  size  rivet 


CHANNEL. 

li 

s. 

DEDUCT  FOR  HOLES. 

NET  VALUBS  OF  CHANNEL 

Depth. 

Weight. 

I 

C 

s 

I 

C 

S 

15 

55 

1 

I 

56.6 

80400 

7-5 

373-6 

53I5°° 

49-9 

M 

50 

" 

" 

" 

" 

" 

346.1 

492300 

46.2 

" 

45 

11 

" 

H 

" 

" 

3l8-5 

453100 

42-5 

" 

40 

" 

M 

59.1 

84100 

7-9 

288.4 

410100 

38.4 

II 

35 

" 

" 

" 

" 

" 

260.9 

370900 

34-8 

" 

33 

" 

" 

n 

" 

" 

253-5 

360400 

33-8 

12 

40 

I 

£ 

27-3 

48500 

4-5 

169.7 

301700 

28.3 

M 

35 

" 

" 

" 

M 

" 

152.0 

270300 

25-4 

" 

30 

" 

" 

" 

" 

11 

134-4 

238900 

22.4 

" 

25 

" 

u 

" 

" 

" 

116.7 

207600 

19.5 

" 

20.50 

u 

" 

" 

" 

u 

100.8 

179300 

16.9 

10 

25 

f 

I 

15.2 

32400 

3-o 

75-8 

161700 

15.2 

" 

20 

" 

" 

17.5 

37300 

3-5 

61.2 

130700 

12.2 

" 

15 

" 

" 

" 

u 

" 

49-4 

105400 

9-9 

9 

20 

f 

1 

12.2 

28900 

2-7 

48.6 

115200 

10.8 

" 

15 

" 

" 

I3.I 

31100 

2.9 

37-8 

89400 

8.4 

" 

I3-25 

" 

M 

M 

" 

"  . 

34-2 

81100 

7-6 

8 

16.25 

f 

1 

9-5 

25400 

2.4 

30-4 

81000 

7-6 

" 

13-75 

" 

" 

" 

" 

" 

26.5 

70600 

6.6 

" 

11.25 

" 

" 

M 

" 

" 

22.8 

60700 

5-7 

7 

14-75 

f 

f 

5-7 

17400 

1.6 

21.5 

65400 

6.2 

M 

12.25 

" 

" 

" 

" 

" 

I8.5 

56300 

5-3 

" 

9-75 

" 

" 

u 

" 

M 

15-4 

49400 

4-4 

6 

13 

f 

f 

4.1 

14700 

i-4 

13.2 

46900 

4-4 

" 

10.50 

" 

" 

M 

" 

" 

n.o           39100 

3-6 

" 

8 

" 

" 

" 

" 

u 

8.9          3I5°° 

2.9 

(95) 


Q— \ 


TABLE  46 

NET   VALUES    OF   COVER   PLATES 

About  axis  BB.    The  value  of  d  is  such  that  the  plates  may 
be  used  as  cover  plates  for  beams  and  channels 


»l 

°J 

LMETER 

RIVET.  1 

LMETER  I 

HOLES.  I 

NET 

AREA 

OF 

NET 
VALUE 

OF 

M 

w  H 

LMETER  1 

RIVET.  I 

LMETER  1 

HOLES.  1 

AREA 

OF 

NET 

VALUE 

OF 

CflPM 

Q§ 

P§ 

PLATES. 

PLATES. 

I 

£ 

C/20H 

<q 

Q§ 

PLATES. 

PLATES. 
I 

24 

8xi 

"7 

I 

14.00 

2188.7 

15 

8xi 

1 

7 

14.25 

913.2 

" 

8x1 

" 

(4 

12.25 

1895.8 

M 

8x| 

" 

" 

12.47 

786.4 

" 

8x| 

" 

" 

10.50 

1608.4 

" 

8xj 

(4 

" 

10.69 

663.3 

" 

8x| 

« 

" 

8-75 

1326.8 

" 

8xf 

(4 

(4 

8.91 

543-9 

" 

8x£ 

" 

(4 

7.00 

1050.6 

u 

8x£ 

" 

" 

7.13 

428.1 

" 

8x| 

" 

(4 

5-34 

3I5-9 

24 

7x1 

i 

I 

12.00 

1876.0 

" 

7X1 

" 

10.50 

1624.9 

15 

6xi 

f 

1 

10.25 

656.8 

" 

7XI 

14 

(4 

9-00 

1378.6 

" 

6x1 

" 

" 

8.97 

565-6 

" 

7xf 

(4 

" 

7-50 

1137.2 

" 

6xf 

" 

" 

7.69 

477-i 

" 

7X| 

" 

" 

6.00 

900.5 

« 

6xf 

u 

" 

6.41 

391.2 

" 

6x^ 

u 

" 

5-I3 

307-9 

20 

8xi 

1 

I 

14.00 

1544.7 

" 

6x| 

" 

" 

3-84 

227.2 

" 

8x1 

" 

" 

12.25 

1335-3 

" 

8x| 

" 

" 

10.50 

1130.7 

12 

8X| 

f 

1 

10.69 

434-8 

" 

8xf 

" 

14 

8-75 

930.8 

" 

8x| 

" 

" 

8.91 

355-2 

" 

8x^ 

" 

" 

7.00 

735-6 

" 

8xi 

" 

" 

7.13 

278-5 

" 

8xf 

*« 

(4 

5-34 

204.6 

20 

6xi 

1 

I 

IO.OO 

1103-3 

" 

8x1 

" 

" 

3.56 

J33-7 

« 

6x1 

M 

" 

8.75 

953-8 

" 

6x| 

" 

it 

7.50 

807.6 

12 

6xf 

f 

1 

7.69 

312.8 

« 

6xf 

« 

U 

6.25 

664.9 

" 

6x| 

" 

" 

6.41 

255-5 

" 

6x^ 

" 

" 

5.00 

525-4 

u 

6x£ 

" 

" 

5-J3 

200.3 

11 

6x| 

11 

11 

3-84 

147.2 

18 

8xi 

1 

I 

14.00 

1264.7 

" 

6x1 

u 

" 

2.56 

96.1 

" 

8x| 

" 

11 

12.25 

1091.8 

" 

8xf 

" 

11 

10.50 

923-3 

10 

6x| 

f 

1 

6.41 

181.0 

M 

8x| 

" 

" 

8.75 

759-1 

(4 

6xJ 

u 

" 

5.13 

141.4 

" 

8xJ 

" 

u 

7.00 

599-1 

" 

6x| 

(I 

M 

3-84 

103-5 

« 

6X1 

" 

" 

2.56 

67-3 

18 

6xi 

1 

I 

IO.OO 

903-3 

" 

6x1 

" 

11 

8.75 

779-9 

9 

6x| 

f 

1 

6.41 

148.6 

" 

6xf 

" 

" 

7.50 

659-5 

" 

6x§ 

" 

(4 

5.13 

II5-7 

" 

6x| 

" 

" 

6.25 

542-2 

" 

6x| 

" 

" 

3-84 

84-5 

" 

6x1 

" 

5.00 

427.9 

" 

6x1 

2.56 

54-8 

(96) 


PLATE    GIRDERS 

GRAPHIC  IN  DESIGN  OF  PLATE  GIRDERS 

Uniform  loading.  —  The  equation  for  bending  moment  in  inch-pounds  for  uniform 
loading  is,  — 

(a)   B  =  §  -wD  -  6  wx*,* 
where    B  —  bending  moment  in  inch-pounds, 

w  =  load  in  pounds  per  lineal  foot  of  girder,  including  weight  of  girder, 

L  —  span  in  feet, 

x  =  distance  in  feet  of  section  of  moments  from  center  of  girder. 


A  J 


Equation  (a)  is  a  parabola  and  represents  a  curve  of  the  form  RAS,  Fig.  i.  Such 
a  curve  may  be  made  the  basis  of  graphical  design,  if  vertical  distances  from  the  curve 
to  the  line  RS  represent  bending  moments  for  that  point  in  the  span. 

The  equation  for  moment  of  resistance  is,  — 

(6)  Mr  =  ^, 

where  Mr  =  moment  of  resistance, 

R  =  safe  extreme  fiber  stress  in  pounds  per  sq.  in., 
7  =  moment  of  inertia, 
e  =  distance  in  inches  of  extreme  fiber  from  neutral  axis. 


*  Equation  (a)  is  usually  written 

Where  B~=.  bending  moment  in  foot-pounds. 

The  values  of  the  other  terms  are  the  same  as  in  equation  (a) .  Reducing  the  bending  moment  to  inch- 
pounds  by  multiplying  equation  (a')  by  12  gives  equation  (a). 

Where  the  value  of  *=o  at  the  center  of  the  span,  equation  (a')  becomes  B  =  W—,  or  reducing  this 
value  to  inch-pounds,  B  =  f  wL2. 

(97) 


PLATE  GIRDERS 


From  equation  (V),  R  and  e  being  constants,  /  varies  directly  as  M r-  It  is  then  at 
once  possible  from  a  moment  diagram  such  as  Fig.  i  exhibits  to  scale  the  values  of  I 
by  changing  the  scale  of  the  figure  by  the  proper  ratio  of  multiplication. 

To  make  an  application  of  the  above  to  a  particular  loading  and  span,  plot  a  curve 
similar  to  RAS,  Fig.  i,  to  any  convenient  scale,  using  the  following  values  which  are 
computed  for  a  typical  parabola. 
Let  L  —  24  feet,  w  =  20,000  pounds, 

then  for  x=         o, B  =  17,280,000 

x=±     i, 5  =  17,160,000 

±2, 16,800,000 

3, 16,200,000 

4, 15,360,000 

5> 14,280,000 

6, 12,960,000 


11,400,000 
9,600,000 
7.560,000 

5,2oO,000 


II, 2    760,000 


PLATE  GIRDERS 

Compute  the  moment  at  the  center  of  the  span  from  equation  (a)  which  for  this 
point  reduces  to  B  =  -|  wl?.  Conditions  of  design  will  give  the  depth  of  girder  from 

which  the  value  of  e  is  obtained,  whence  /  =  — ~  may  be  computed. 

K 

The  curve,  in  connection  with  the  tables  for  plate  girders  may  now  be  made  the 
basis  of  further  determinations  as  follows,  see  Fig.  2.  Draw  the  radial  line  xx  repre- 
senting I  above  determined,  to  a  convenient  scale.  In  a  similar  manner  draw  yy  to  rep- 
resent half  the  span  to  a  convenient  scale.  Proceed  as  in  the  following  case  in  which  the 
required  moment  of  inertia  at  the  center  of  the  girder  is  97,000,  and  the  span  480  inches. 

Uniform  Loading 

(i)  Assume  that  no  part  of  the  web  acts  as  flange,  and  a  girder  depth  of  60 J 
inches  back  to  back  of  flange  angles.  From  table  No.  49  the  value  of  four  8  X  8  X  f 
angles,  6oJ  inches  back  to  back,  is  31,384,  which  leaves  65,616  to  be  provided  for  in 
cover  plates.  From  table  No.  51  for  two  20-inch  cover  plates  on  angles  6oJ  inches 
back  to  back,  the  nearest  value  is  65,677  for  two  i|  inch  plates.  This  can  be  made 
up  of  six  20  X  f-inch  plates,  three  on  top  and  three  on  bottom.  From  the  same  table 
the  value  of  two  20  X  f-inch  plates  is  21,017,*  and  two  20  X  i^-inch  plates  is  42,903^ 


Fig.  3- 


*  It  is  seen  from  the  tables  that  the  value  of  two  plates  ij  inches  thick  is  greater  than  twice  the  value  of 
two  f-inch  plates  with  the  same  distance  back  to  back,  since  the  value  of  e  is  greater  for  the  thicker  plates; 
the  values  should  therefore  be  taken  as  the  value  of  two  plates  of  the  total  thickness  of  each  flange  plate. 

(99) 


PLATE  GIRDERS 

Represent  these  values  to  scale  on  the  line  xx  and  draw  lines  parallel  to  RS  until  they 
intersect  the  curve  RAS.  From  these  points  of  intersection  draw  vertical  lines  to 
intersect  yy,  from  which  the  length  of  the  cover  plates  may  be  scaled.  The  cover 
plates  shown  in  the  figures  are  allowed  to  extend  beyond  this  point  18  inches.  This 
distance  is  an  arbitrary  figure,  and  will  depend  on  the  distance  required  to  develop 
the  plate,  and  the  inclination  of  the  curve.  The  web  plate  and  stiffener  angles  are  not 
considered  in  this  example,  as  the  tables  give  values  for  flanges  only.  The  required 
girder  is  therefore  made  up  of  four  angles,  8  X  8  X  f ,  6o£  inches  back  to  back,  and 
six  cover  plates,  20  X  f  inches  as  flanges. 

(2)  Assume  the  same  conditions  as  in  example  (i),  except  that  J  of  the  60  X  f 
inch  web  plate  is  considered  as  flange.  See  Fig.  3.  From  table  No.  47,  the  value 
of  a  60  X  £  inch  plate  with  8X8  inch  flange  angles  is  8801;  the  value  of  four  8  X  8  X  J 
inch  flange  angles  60  J  inches  back  to  back  is  31,384;  as  given  in  example  (i),  the  re- 


Fig.  4- 

mainder  of  56,460  is  made  up  of  cover  plates  in  the  same  manner  as  in  example  (i). 
Lines  are  drawn  from  xx  to  "  CL  of  Girder  "  parallel  to  RS',  from  this  line  all  lines 
parallel  to  the  line  representing  the  value  of  the  web  until  they  intersect  the  curve 
RAS;  the  remainder  of  the  operation  is  the  same  as  in  example  (i). 

(100) 


PLATE  GIRDERS 


Concentrated  Loading 

(3)  Assume  a  girder  of  480  inches  span,  supporting  two  concentrated  loads,  re- 
quiring a  moment  of  inertia  shown  in  Fig.  4  and  bounded  by  the  lines  RBS.  The 
uniform  load  diagram  is  bounded  by  the  lines  RCS.  Combining  these  diagrams  by 
adding  the  ordinates,  for  example,  AD  =  CD  +  BD,  the  diagram  RAS  is  obtained. 
By  laying  off  to  scale  on  a  vertical  line  57"  the  values  of  flange  angles  and  cover 
plates  and  drawing  lines  parallel  to  RDS,  the  length  of  the  cover  plates  is  deter- 
mined as  shown  in  the  figure. 

RESISTANCE   OF  WEB  PLATE  TO   BENDING    STRESS 


B  — —  • 

Fig.  5- 

The  general  formula  for  moment  of  resistance  is  Mr  =  RI  -f-  e.  This  equation 
becomes  Mr  =  RAh+6foT  the  rectangle  shown  ;  where  h  =  depth  of  web  in  inches 
and  A  =  area  of  section  in  square  inches  =  bh.  Therefore  the  resistance  of  a  web 
plate  to  bending  is  equivalent  to  a  flange  of  ^  of  the  area  of  the  web  concentrated  at 
each  edge  of  the  web  plate. 

If  it  be  assumed  that  an  equivalent  to  \  of  the  web  be  cut  away  for  rivets,  the  equa- 
tion takes  the  form  Mr  =  RAh-~  8,  or  its  resistance  is  equivalent  to  a  flange  of  J  of 
the  area  of  the  web  concentrated  at  each  edge  of  the  web  plate. 

The  assumption  is  made  in  the  discussion  above  that  there  is  no  shearing  stress 
in  the  web,  and  hence  is  only  applicable  at  the  center  of  plate  girders  carrying  uniform 
loads  where  the  web  plate  is  fully  spliced. 

The  following  table,  giving  moment  of  inertia  of  web  plates,  is  based  on  £  of  the 
area  of  the  web  plate  as  effective  flange  at  the  center  of  gravity  of  each  pair  of  flange 
angles. 


(101) 


-f 


TABLE   47 


— a 


MOMENT    OF    INERTIA    OF    ONE    WEB    PLATE    FOR    PLATE    GIRDERS 

ABOUT  AXIS  BB 

|  of  area  of  web  considered  as  effective  flange  at  center  of  gravity  of  each  pair  of  flange  angles 
Long  leg  of  angles  outstanding 


FLANGE  ANGLES. 

THICKNESS  OF  WEB  IN  INCHES. 

H 
Ed 

* 

h 
X 

H 
JL 

M 

Q 

Size. 

Back 
to 
Back. 

1 

A 

I 

A 

i 

A 

I 

H 

! 

I 

i 

4X3X^ 

i8i 

'   78 

97 

117 

136 

156 

J75 

195 

214 

234 

273 

312 

18 

« 

24i 

I92 

240 

289 

337 

385 

433 

481 

529 

577 

673 

770 

24 

" 

30| 

385 

481 

577 

673 

770 

866 

962 

1058 

"54 

1347 

1539 

30 

" 

361 

675 

844 

1013 

1182 

J35i 

1520 

1688 

1857 

2026 

2364 

2701 

36 

5X3ix^ 

18! 

76 

96 

"5 

J34 

J53 

172 

191 

210 

229 

268 

306 

18 

" 

24i 

IQO 

237 

285 

332 

379 

427 

474 

522 

569 

664 

759 

24 

« 

3oi 

38o 

476 

57i 

666 

761 

856 

95i 

1046 

1141 

J332 

1522 

30 

« 

36i 

669 

836 

1004 

1171 

1338 

1506 

1673 

1840 

2007 

2342 

2677 

36 

" 

421 

1089 

1362 

1631 

1906 

2178 

245  1 

2723 

2995 

3268 

3812 

4357 

42 

6X4X£ 

241 

1  86 

232 

279 

325 

372 

418 

465 

511 

558 

651 

744 

24 

" 

301 

375 

468 

562 

656 

749 

843 

937 

1030 

1124 

1311 

1498 

30 

« 

36i 

66  1 

826 

99  1 

1156 

1321 

1486 

1652 

1817 

1982 

2312 

2642 

36 

u 

42i 

1077 

J347 

1616 

1886 

2155 

2424 

2694 

2963 

3232 

377i 

4310 

42 

« 

48£ 

1623 

2029 

2435 

2840 

3246 

3652 

4058 

4463 

4869 

5681 

6492 

48 

6x6x& 

24i 

163 

203 

244 

285 

325 

366 

407 

447 

488 

569 

651 

24 

H 

301 

337 

422 

506 

59i 

675 

759 

844 

928 

IOI2 

1181 

!35° 

30 

U 

36i 

606 

758 

909 

1061 

1213 

i364 

1516 

1667 

1819 

2122 

2425 

36 

(( 

42i 

1002 

I253 

!5°3 

1754 

2005 

2255 

2506 

2756 

3007 

3508 

4009 

42 

11 

48i 

I524 

!9°5 

2286 

2667 

3048 

3429 

3810 

4191 

4572 

5335 

6097 

48 

« 

541 

22OI 

2752 

3302 

3853 

4403 

4953 

5504 

6054 

6604 

77°5 

8806 

54 

u 

6o£ 

3054 

3818 

4582 

5345 

6109 

6873 

7636 

8400 

9163 

10691 

12218 

60 

fi 

721 

5369 

6711 

8053 

9395 

I0737 

12079 

13421 

14764 

l6lo6 

18790 

21474 

72 

8x8x£ 

42i 

945 

1181 

1417 

l653 

1889 

2125 

2362 

2598 

2834 

33o6 

3779 

42 

u 

48^ 

1448 

1810 

2172 

2534 

2896 

3258 

3620 

3982 

4344 

5068 

5792 

48 

" 

54* 

2104 

2630 

3156 

3683 

4209 

4735 

5261 

5787 

63J3 

7365 

8417 

54 

it 

60^ 

2934 

3667 

4401 

5J34 

5867 

6601 

7334 

8068 

8801 

10268 

IJ735 

60 

(( 

72* 

5!93 

6491 

7789 

9087 

10386 

11684 

12982 

14280 

15578 

18175 

20771 

72 

(102) 


TABLE  48 


B — 


-JiL 


MOMENT   OF  INERTIA   OF  FOUR  ANGLES 

ABOUT  AXIS  BB  DEDUCTING  ONE   HOLE  FROM  EACH  ANGLE 
One  3"  hole  deducted  for  angles  less  than  f"  thick 
One  \"  hole  deducted  for  angles  over  Ty  thick 
Long  legs  of  angles  outstanding 


SIZE  OF 
ANGLES. 

TOTAL  SECTION. 

BACK  TO  BACK  OF  ANGLES  IN  INCHES. 

Gross 
Weight 

Net 
Area. 

i8i 

24i 

3oi 

36* 

42* 

48} 

54* 

6oi 

72* 

4X3X& 

28.4 

7.28 

5i6 

947 

1409 

2202 

x  I 

34-0 

8.60 

607 

i"5 

1777 

2595 

x& 

39-2 

9.96 

699 

1286 

2053 

3098 

x  * 

44.4 

11.24 

783 

1444 

2307 

3372 

x& 

49.2 

12.52 

868 

1602 

2562 

3747 

5X3ix& 

34-8 

9.16 

640 

1177 

1880 

2748 

3827 

x  I 

41.6 

10.88 

756 

!393 

2227 

3256 

4536 

x& 

48.0 

12.60 

871 

1608 

2571 

3762 

5243 

x  * 

54-4 

14.24 

977 

1807 

2894 

4236 

5908 

x& 

60.8 

15.92 

1087 

2013 

3226 

4725 

659i 

x  i 

67.2 

17.16 

1166 

2162 

3467 

5081 

7091 

6x4x1 

49.2 

13.12 

1661 

2660 

3894 

5432 

7I48 

x& 

57-2 

15.20 

.    . 

1917 

3072 

4501 

6280 

8267 

x  1 

64.8 

17.24 

2163 

3470 

5087 

7102 

9352 

x& 

72.4 

19.28 

2410 

3869 

5675 

7926 

I044I 

x  f 

80.0 

20.92 

.    . 

2605 

4186 

6144 

8583 

II309 

xM 

87.2 

22.88 

.    . 

2834 

4559 

6695 

9359 

12337 

x  I 

94-4 

24.76 

.    . 

3055 

4919 

7228 

10108 

J3327 

C6x4  x  | 

49.2 

13.12 

. 

1415 

2335 

349i 

4946 

6584 

=3         Xfg 

57-2 

15.20 

.    . 

1632 

2696 

4034 

57i8 

7614 

I        x  \ 

64.8 

17.24 

.    . 

1840 

3°44 

4558 

6465 

8612 

1        x& 

72.4 

19.28 

2050 

3393 

4984 

7214 

9613 

«        x  f 

80.0 

20.92 

. 

2216    3672 

55°4 

7812 

10413 

1      XH 

87.2 

22.88 

.    . 

2409 

3897 

5996 

8517 

"357 

t        x  f 

94.4 

24.76 

2596 

4311 

6472 

9197 

12268 

6x6  x  f 

59-2 

16.12 

1834 

2993 

4442 

6261 

8302 

10634 

13256 

J937i 

x^ 

68.8 

18.72 

2121 

3565 

5X46 

7255 

9624 

12329 

!5372 

22469 

x  i 

78.4 

21:24 

.    . 

2397 

3919 

5824 

8214 

10899 

13967 

17417 

25463 

x& 

87.6 

23.76 

.    . 

2666 

4364 

6490 

9160 

12160 

15587 

19442 

28434 

x  I 

96.8 

25.92 

.    . 

2897 

4747 

7064 

9973 

13242 

16978 

21180 

30984 

xH 

106.0 

28.36  1 

.    . 

3157 

5178 

7709 

10889 

14462 

18546 

23140 

3386o 

x  i 

114.8 

30.76 

.    . 

3405 

595  1 

833° 

"773 

!5643 

20067 

25045 

36661 

8x8  x  \ 

105.  6 

2O.24. 

10817 

14424 

18^7 

23217 

341  jc 

xA 

•  v^^.vx 

118.0 

"y  •*et^ 
22.76 

I2OQ3 

16130 

x/0   / 

207^7 

O        1 

2CQ74 

O^        J 

38776 

'    lo 

x  £ 

no  8 

O'*'.  /  v 
•5C    Q2 

^•^"yo 
I  3232 

i?6?«; 

/  0  / 

22724 

•^OV  /T- 
28430 

o      / 

41810 

XN    8 

Xtt 

A  ^VJ.VJ 

143.2 

oo.y^ 
79.76  i 

*-o*o* 
14468 

/    00 

19309 

•*"*•(  **+ 

2481:9 

"~"tjy 
3III7 

4^7^9 

'N  16 

x  1 

^O  ••** 

i«.6 

OV*OX' 

42.76 

KJ667 

yo   y 
20918 

*T      OV 
2694O 

O          / 
33731 

T^O  /  0V 

49622 

4 

Xtt 

OO  •" 

168.0 

T.^*«  /  ^^ 

46.12 

3         I 

16861 

22520 

2QOOQ 

OOl  OA 

36328 

^34^7 

16 

X  i 

180.0 

if  W.  i  ^ 

4  0.4.O 

18021 

24076 

y^^v 
31021 

O"v)^W 

3881:1; 

Ootj  / 
C.7IQO 

^*    8 

x4| 

102  o 

^.y  .i^.vj 

C2  72  ' 

10180 

m^prfu 

2c64<; 

33O5I 

J^^JJ 
4I4O^ 

0  /  Ay'-' 
5ooco 

^16 
X  I 

A  vy  ^  .  w 
204.0 

O-^*  /•* 
56.00 

.    . 

iy  i<jy 
20317 

•*  J^T-J 
27165 

oO^j-1 

35°2i 

T-^T-^O 
43884 

^^yjy 
64636 

(103) 


L. 


TABLE  49 


MOMENT   OF  INERTIA    OF  FOUR   ANGLES 

ABOUT  AXIS  BB  DEDUCTING  TWO  HOLES  FOR  EACH  ANGLE 
Two  |"  holes  deducted  for  angles  less  than  |"  thick 
Two  i"  holes  deducted  for  angles  over  Ty  thick 
Long  legs  of  angles  outstanding 


SIZE  OF 
ANGLES. 

TOTAL  SECTION. 

BACK  TO  BACK  OF  ANGLES  IN  INCHES. 

Gross 
Weight. 

Net 
Area. 

i8i 

24i 

30j 

36* 

42i 

48i 

54* 

60  } 

72* 

4x3  x& 

28.4 

6.16 

438 

802 

1278 

1864 

x  I 

34-0 

7.28 

5J5 

945 

1506 

2198 

x& 

39-2 

8.40 

59i 

^1086 

1732 

2530 

x  \ 

44.4 

9.48 

662 

1219 

1947 

2845 

x& 

49.2 

10.56 

734 

1353 

2163 

3162 

5X3?x^ 

34-8 

8.04 

563 

io35 

l653 

2413 

336o 

x  f 

41.6 

9.56 

666 

1226 

1958 

2862 

3987 

x^ 

48.0 

11.04 

765 

1411 

2255 

3298 

4595 

x  \ 

54-4 

12.48 

858 

1586 

2538 

37i5 

5*79 

x& 

60.8 

13.96 

955 

1767 

2831 

4i45 

5782 

x  I 

67.2 

14.68 

1000 

1853 

2969 

435° 

6069 

6x4  x  | 

49.2 

II.So 

1496 

2394 

35°4 

4887 

643  1 

x^ 

57-2 

13.64 

.    . 

1623 

2759 

4041 

5638 

742i 

x  * 

64.8 

15.48 

1944 

3118 

457° 

6379 

8400 

x& 

72.4 

17.32 

2167 

3478 

5101 

7123 

9382 

x  f 

80.0 

18.44 

.    . 

2300 

3694 

54i9 

7569 

9972 

xft 

87.2 

20.  12 

2496 

4013 

5892 

8234 

10852 

x  f 

94.4 

21.76 

2689 

4327 

6357 

8887 

11717 

£6x4  x  f 

49.2 

II.SO 

1278 

2105 

3J45 

4454 

5927 

1    XA 

57-2 

13.64 

.    . 

1471 

2426 

3626 

5J37 

6839 

*i 

64.8 

15.48 

.    . 

1660 

2740 

4100 

5812 

7740 

x& 

72.4 

17.32 

1849 

3056 

4575 

6489 

8644 

3        x  f 

80.0 

18.44 

1963 

3246 

4861 

6896 

9189 

I        xH 

87.2 

20.12 

2130 

3526 

5284 

75°i 

9998 

t        x  t 

94.4 

21.76 

2294 

3801 

5700 

8095 

10793 

6x6x  | 

59-2 

14.80 

1689 

2753 

4084 

5753 

7627 

9768 

12176 

17790 

x^ 

68.8 

I7.l6 

i95° 

3182 

4723 

6656 

8828 

11308 

14097 

20602 

x  i 

78.4 

19.48 

2205 

3601 

5348 

7540 

10003 

12816 

15980 

23360 

x& 

87.6 

2  1.  80 

2453 

4011 

5962 

8412 

11164 

14308 

17845 

26096 

x  f 

96.8 

23.44 

.    . 

2629 

4302 

6397 

9028 

11984 

15362 

19163 

28028 

x& 

106.0 

25.60 

2860 

4684 

6969 

9839 

13065 

16751 

20898 

3°575 

x  f 

114.8 

27.76 

3083 

5°56 

7529 

10636 

14129 

18121 

22613 

33097 

8x8x  i 

105.6 

27.48 

. 

.-  .  •: 

10178 

*3567 

!7452 

21831 

32074 

x& 

118.0 

30.80 

11382 

15178 

19528 

24433 

35905 

x  I 

130.8 

33-44 

I2335 

16452 

21171 

26492 

38940 

xft 

143.2 

36.60 

.    . 

.    . 

i347i 

J7973 

23134 

28953 

42568 

x  f 

155-6 

39.76 

14587 

19470 

25069 

3^84 

46160 

xtf 

168.0 

42.84 

15683 

20939 

26967 

33766 

49676 

x  I 

180.0 

45.92 

16774 

22402 

28858 

36140 

53183 

XH 

192.0 

48.96 

17845 

23840 

30717 

38476 

56636 

XI 

20.40 

52.00 

18892 

2525° 

32545 

40775 

60044 

(104) 


T" 


TABLE   50 

MOMENT   OF  INERTIA    OP   FOUR   ANGLES 

ABOUT  AXIS  BB,  DEDUCTING  THREE  HOLES  FOR  EACH  ANGLE 
Three  \"  holes  deducted  for  angles  less  than  f"  thick 
Three  i"  holes  deducted  for  angles  over  Ty  thick 


SIZE  OF 
ANGLES. 

TOTAL  SECTION. 

BACK  TO  BACK  OF  ANGLES  IN  INCHES. 

Gross 
Weight. 

Net 
Area. 

24i 

3oi 

36} 

42* 

48i 

54i 

6oJ 

72* 

6x6x    | 

59-2 

13.50 

1546 

2516 

373° 

5253 

6963 

8916 

IIII2 

16233 

x  i% 

68.8 

15.65 

1785 

2908 

43*3 

6077 

8057 

10319 

12863 

l8795 

x   \ 

78.4 

17.75 

20l6 

3288 

4880 

6878 

9122 

11685 

I4568 

21292 

x& 

87.6 

IQ.Sl 

2237 

3653 

5426 

7652 

IOI53 

13010 

16224 

23722 

x  f 

96.8 

20.94 

2359 

3854 

5725 

8075 

10716 

J3734 

I7I29 

25049 

x& 

106.0 

22.87 

2567 

4196 

6237 

8801 

11683 

I4976 

l868l 

27326 

X    \ 

114.8 

24.76 

2762 

4522 

6727 

9499 

12614 

16175 

20l82 

29532 

8x8x   \ 

105  6 

2C  7cr 

0^40 

12726 

16^66 

2O4.6o 

30067 

x  A 

118  o 

28  81 

10661 

1421  1 

18280 

22868 

•3-2CQQ 

x  f 

130.8 

30.94 

. 

.    . 

H431 

15240 

19606 

24529 

36046 

x  44 

IA-3    2 

H.8? 

12486 

16652 

214.27 

26813 

3O4I2 

x   2 

tee  6 

36  76 

1  3^07 

18022 

23IQQ 

2OO37 

4.2600 

xH 

168.0 

39.61 

14523 

19383 

24956 

31242 

45953 

X    1 

180.0 

42.4.2 

I  ^^IO 

2O7IQ 

26683 

334IO 

4O  I  <4 

x  44 

IO2  O 

4^.23 

1651  i 

22O5O 

284.O3 

7C  C7O 

r  2  347 

X   I 

2O4.O 

48.00 

17466 

23335 

30069 

37666 

55453 

(105) 


TABLE   51 


MOMENT   OF   INERTIA    OP 

ABOUT  AXIS  BB,  DEDUCTING 
d  =  distance  back  to  back  of  flange  angles 
A  =  net  area  of  two  plates 


1  1  WIDTH  OF  PLATE! 

S_2«hO|  IN  INCHF,S. 

BACK  TO  BACK 
J>  OF  FLANGE  Is 
n  IN  INCHES. 

Two  |"  holes  deducted  for  plates  less  than  f  "  thick 
"  i''   "    "    "   "  over  TV'  thick 
If  4  one-inch  holes  are  deducted,  use  values  of  plates  2  inches  less  in  width 

THICKNESS  OF  PLATE  IN  INCHES. 

\    A 

f  Aj_T_j_5_LJ 

tt 

*   « 

=  3.63 

4-53 

5.44 

6.34 

7.25 

8.16 

8-75 

9-63 

10.50 

i8i 

24i 

3oi 

310 

544 
843 

39° 
683 

1058 

472 
824 

1275 

554 
967 
1494 

637 

IIIO 

1714 

722 
1256 
1936 

780 

J354 

2086 

863 

J497 
2304 

948 

1641 

2523 

10 
IO 

<l 
tt 

A  = 

=  4-13 

5.56 

6.19 

7.22 

8.25 

9.28 

10.00 

11.00 

12.  OO 

13-00 

i8i 
241 
301 
36* 

353 
619 

959 
J374 

444 
778 
1204 

J723 

537 
938 

I45I 
2075 

630 

1  100 

1700 
2429 

725 
1264 

!950 
2786 

821 
1429 
2203 
3J45 

891 

1547 
2384 

3400 

987 
1711 
2633 

3753 

1084 
1876 
2884 
4108 

1182 
2042 

3i37 
4465 

12 

A  = 

=  5-13 

6.41 

7.69 

8.97 

10.25 

H.53 

12.50 

13.75 

15.00 

16.25 

12 

it 

n 

24! 
30| 
36* 
42* 
48* 

769 
1192 

1707 
2342 
3045 

966 
1496 
2141 
2936 
3816 

1166 

1803 
2578 
3533 

459  1 

J367 

2112 
30l8 
4134 
5370 

!57° 
2423 
346i 
4738 
6i53 

J775 
2737 
39°7 
5346 
6940 

J934 
2979 
4250 
5812 

7542 

2138 
3291 
4691 
6412 
8317 

2345 

3605 

5i35 
7oiS 
9097 

2553 
3921 

558i 
7622 
9880 

14 

A  = 

=  6.13 

7.66 

9.19 

10.72 

12.25 

13.78 

15-00 

16.50 

18.00 

19.50 

14 

ti 
tt 

n 

24i 
3Qi 
36i 

42i 

48* 

54i 
6oi 

919 
1424 
2040 
2798 
3639 
459° 
565r 

"55 
1788 

2559 
35o8 

4561 

575i 
7079 

J393 
2154 
3081 
4222 

5487 
6917 
8512 

l633 
2524 
3607 
4941 
6418 
8088 
995  1 

1876 
2896 
4i36 
5663 

7353 
9264 
11396 

2122 

3271 
4669 
6389 
8294 
10446 
12847 

2321 

3575 
5100 

6975 
9050 
11396 
14012 

2566 

3949 
5629 

7695 
998i 
12564 
15444 

2813 

4325 
6161 

8419 
10916 
13738 

16883 

3°63 
47°5 
6698 

9J47 
11856 
14916 
18327 

16 

A  = 

=  7-13 

8.91 

10.69 

12.47 

14.25 

I6.O3 

17.50 

19.25 

21.00 

22.75 

16 

ti 

tt 

ii 
(i 
(i 

24! 
3oi 
36* 

42* 

48} 
54* 
60* 

1069 
l657 
2373 
3255 
4233 
5339 
6574 

1343 

2080 

2977 
4081 

5305 
6690 
8234 

1620 
2506 

3584 
4912 

6383 
8046 
9901 

1900 
2936 
4196 

5747 
7466 
9408 
11576 

2183 

3369 
4812 

6587 
8554 
10777 

13256 

2468 
38o6 
5432 
7432 
9648 
I2I52 
14944 

2708 
4171 
595° 
8i37 
I0559 
13295 
16347 

2994 
4607 
6567 
8977 
11644 
14658 
18018 

3282 
5046 
7188 
9822 

!2735 
16027 
19697 

3574 
5489 
7814 
10671 
13832 
17402 
21382 

18 

~7S 

K 

<t 

tt 

<t 

A  = 

=  8.13 

10.  16 

12.19 

14.22 

16.2^ 

18.28 

20.00 

22.00 

24.00 

26.00 

36i 

42i 
48i 
54i 
60* 

72* 

2706 
3712 
4827 
6089 

7497 
10751 

3394 
4654 
6050 
7628 

939° 
13461 

4087 
5601 
7278 

9J75 
11291 
16181 

4785 
6554 
8513 
10729 
13200 
18911 

5487 
7512 
9754 
12289 

15^7 
21649 

6194 
8476 
IIOO2 

13857 
17042 

24397 

6800 
9300 
12067 

I5J95 
18682 

26737 

7505 
10259 
13308 
16752 
20592 
29461 

8215 
11225 
I455S 
18317 
22511 

32195 

8930 
12195 
15808 
19888 
24437 
34937 

(106) 


TABLE    51  (Continued) 


TWO    COVER   PLATES 


TWO  HOLES  FROM  EACH  PLATE 

d  =  distance  back  to  back  of  flange  angles 
A  =  net  area  of  two  plates 

Two  I"  holes  deducted  for  plates  less  than  f"  thick 

"    i"     "  "          "       "      over  Ty  thick 

If  4  one-inch  holes  are  deducted,  use  values  of  plates  2  inches  less  in  width 


THICKNESS  OF  PLATE  IN  INCHES. 

i 

if 

I 

I| 

ii 

If 

i* 

if 

if 

If 

2 

• 

14.00 

15.00 

16.00 

1281 
2211 

3392 

4825 

1382 
2380 
3649 
5i87 

1484 

2552 
3908 

5552 

17.50 

i8.75 

20.00 

22.50 

25.00 

27.50 

30.00 

2763 
4240 
6031 
8232 
10667 

2975 
4561 
6484 
8846 
11458 

3190 
4885 
6940 

9463 
12253 

3625 
5540 
7860 
10708 
13855 

4068 
6205 

8793 
11967 

!5473 

4520 
6881 
9738 
13240 
17107 

4980 

7567 
10695 

J4527 
i8757 

21.00 

22.50 

24.00 

27.00 

30.00 

33-00 

36.00 

39-00 

42.00 

45-00 

48.00 

-  33l6 
5088 

7237 
9879 
12800 
16100 
19778 

357° 
5473 
7781 
10615 

r375° 
17289 
21234 

3828 
5862 
8328 

Ir356 
14704 
18484 
22696 
28.00 

435° 
6648 

9432 

12850 
16626 
20889 
25637 

4881 
7446 

I055! 
14360 
18568 

233J5 
28603 

5423 
8257 
11685 
15887 
20528 
25763 
3i59i 

5975 
9080 
12833 
J7432 
22508 
28232 
34604 

6538 
9916 

T3997 
18993 
24507 
30723 
37640 

7111 
10765 

!5!73 
20572 
26526 

33235 
40701 

7694 
11626 
16367 
22168 
28564 
35769 
43785 

8287 
12499 

J7575 
23782 
30622 
38326 
46894 

24.50 

26.25 

3L50 

5°74 
7756 
11004 

14991 
!9397 
24370 
29910 

35-00 

38.50 

42.00 

45-50 

49.00 

52.50 

56.00 

3868 

5935 
8444 

"525 
14934 
18783 

23074 

4165 

6385 
9077 
12384 
16041 
20170 
24772 

4466 
6839 
9716 
13248 

I7IS4 
21564 
26478 

5695 
8687 
12310 

16753 
21662 
27201 
33369 

6327 

9633 
13632 

18535 
23949 
30056 
36856 

6971 
10594 
14972 
20337 
26259 

32937 
40371 

7627 
11569 
16329 
22159 
28591 
35843 
439  J  3 

8295 
12558 
17703 
24001 
30946 
38774 
47484 

8976 
13563 
J9095 
25863 
33324 
4i73i 
51082 

9668 
14582 
20504 
27745 
35725 
447  1  3 
547°9 

28.00 

30.00 

32.00 

36.00 

40.00 

44.00 

48.00 

52.00 

56.00 

60.00 

64.00 

9650 
13172 
17067 
21467 
26370 
37689 

I0374 
14154 
18333 
23052 
28312 
40450 

11103 

i5J4i 
19605 
24645 
30261 
43221 

12576 

!7!33 
22168 

27852 
34183 
48790 

14068 
19146 
24756 
31086 
38136 
54396 

i558o 
21183 
27370 

3435° 
42121 
60040 

17111 
23242 
30010 
37642 
46138 
65722 

18662 

25324 
32676 
40963 
50187 
71442 

20232 
27429 
35367 
443  1  3 
54267 
77199 

21823 

29557 
38084 

47692 
58379 
82994 

23433 
31708 
40828 
51100 
62524 
88828 

(107) 


TABLE  51  (Continued) 


a  —  o 

MOMENT   OF  INERTIA    OF 

ABOUT  AXIS  BB,    DEDUCTING 

d  =  distance  back  to  back  of  flange  angles 
A  =  net  area  of  two  plates 
Two  |"  holes  deducted  for  plates  less  than  f"  thick 
"    x"    '  '           "          "        «  •      over  ft"  thick 
If  4  one-inch  holes  are  deducted,  use  values  of  plates  2  inches  less  in  width 

S. 

* 

°>2 

HZ 

£ 

20 
20 

M 

« 
(1 

BACK  TO  BACK 
OF  FLANGES  [s_ 
IN  INCHES. 

THICKNESS  OF  PLATE  IN  INCHES. 

i 

A 

i 

A 

4 

A 

f 

H 

1 

tt 

A  = 

7oT 

42* 
48  -V 
54i 
6oi 
724 

=    9-13 

11.41 

13.69 

15.97 

18.25 

20.53 

22.50 

24.75 

27.00 

29.25 

3°39 
4169 
5422 
6838 
8419 
12074 

3812 
5227 
6794 

8567 
10546 
15118 

4590 
6290 

8174 
10304 
12681 
18173 

5374 
7360 
956i 
12049 
14825 
21238 

6162 
8436 

i°955 
13802 
16977 
243  1  4 

6956 

95J9 
12356 

15563 
I9I39 
27400 

7649 
10462 

T3575 
17094 
21017 
30079 

8443 
11542 

14971 
18846 
23167 

33J44 

9242 
12628 

16374 
20606 

25324 
36219 

10046 
13720 
17784 
22374 
27491 
39304 

22 
22 

« 
« 

« 

A  = 

=  10.13 

12.66 

.15.19 

17.72 

20.25 

22.78 

25.00 

27.50 

30.00 

32.50 

36i 

424 
48i 
54i 
6o£ 
72i 

3372 
4626 
6016 

7588 
9342 
13397 

4230 
5800 

7539 
9506 
11701 
16775 

5093 
6980 
9070 

11434 
14071 
20165 

5963 
8167 
10609 

i337o 
16449 
23566 

6838 
9361 
12156 

IS3IS 
18838 
26979 

7719 
10562 
13710 
17268 
21236 
30403 

8499 
11624 
15084 
18993 
23353 
3342i 

938i 
12824 
16635 
20940 

25741 
36827 

10269 
14031 
18193 
22896 
28138 
40243 

1163 

15244 
19760 
24860 
30546 
43672 

24 

A  = 

=11.13 

13-91 

16.69 

19.47 

22.25 

25.03 

27.50 

30.25 

33-00 

35-75 

24 
u 

M 

36* 

42* 
484 
544 
604 
72^ 

3705 
5083 
6610 

8337 
10264 
14720 

4648 
6372 
8284 

10445 
12857 
18432 

5596 
7669 
9966 
12563 
15460 
22156 

6551 
8974 
11657 
14690 
18074 
25893 

75J3 
10286 

!3356 
16827 
20699 
29643 

8481 
11605 
15064 
18974 

23334 
334o6 

9349 
12787 
16592 
20892 
25688 
36763 

10319 
14107 
18298 
23034 
38315 
40509 

11296 

J5434 
20013 
25185 
30952 
44268 

12279 
16769 
21736 
27346 
336oo 
48039 

26 

A  = 

• 

30.00 

33-00 

36.00 

39-00 

26 

« 

« 

42i 
48^ 
544 
604 

72i 

13949 
18101 
22792 
28023 
40106 

15389 
19962 
25128 
30889 
44192 

16837 
21832 

27475 
33766 
48292 

18293 
23712 
29832 

36655 
52406 

: 

28 

38 

« 
(« 

A  = 

32.50 

35-75 

39-00 

42.25 

424 
484 
54i 
604 
72^ 

15112 
19609 
24691 

30358 
43448 

16671 
21625 

27222 

33463 
47874 

18240 
23651 
29764 
36580 
523l6 

19817 
25688 
32318 
39709 
56773 

32 

A  = 

I 

37.50 

41.25 

45-00 

48.75 

32 

« 

« 
(( 

424 
48| 
54i 
6o£ 

72* 

J7437 
22626 
28490 
35029 
50132 

19236 
24952 
31410 
38611 
55240 

21046 
27290 

34344 
42207 
60365 

22866 
29639 
37290 
45818 

65507 

(108) 


TABLE  51  (Continue 


TWO    COVER   PLATES 

TWO  HOLES  FROM  EACH  PLATE 

d  =  distance  back  to  back  of  flange  angles 
A  =  net  area  of  two  plates 
Two  J"  holes  deducted  for  plates  less  than  f"  thick 

"    i"      "  "         "        "     over  TV  thick 

If  4  one-inch  holes  are  deducted  use  values  of  plates  a  inches  less  in 


width 


THICKNESS  OF  PLATE  IN  INCHES. 

I   \   if 

I 

1| 

ii 

if 

ii 

if 

if 

i* 

2 

31.50 

33-75 

36.00 

40.50 

45.00 

49.50 

54.00 

58.50 

63.00 

67.50 

72.0O 

10856 
14818 
19201 
24150 
29666 
42400 

11671 

15923 
20625 

25934 
31851 

45507 

12491 

!7°34 
22056 
27726 

34044 
48624 

14148 
19274 

24939 
3J333 
38456 
54889 

15827 
21540 
27851 
34972 
42903 
61196 

17527 
23831 
30792 
38644 
47387 
67545 

19250 
26147 
33761 
42347 
5*905 

73937 

20994 
28489 
36760 
46083 
56460 
80372 

22761 

30857 
39788 
49852 
61050 
86849 

24550 
33251 
42845 
53653 
65677 
93368 

26362 
35671 

4593  1 
57487 
70339 
9993  1 

35-00 

37.50 

40.00 

45-00 

50.00 

55-00 

60.00 

65.00 

70.00 

75.00 

80.00 

12062 
16465 
21334 
26833 
32963 
47111 

12968 
17692 
22916 
28815 
35390 
50563 

^879 
18926 

24506 
30806 
37826 
54026 

15720 
21416 
27710 
34814 
42729 
60987 

17585 
23933 
30945 
38858 
47670 
67995 

19475 
26478 

34213 
42937 
52652 

7505° 

21388 
29052 
375*2 
47052 
57672 
82152 

23327 
31655 
40844 
51203 
62733 
89302 

25290 
34286 
44208 
55391 
67833 
96498 

27278 
36946 
47605 
59614 
72974 
103742 

29291 
39634 
5I034 
63874 
78i54 
111034 

38.50 

41.25 

44.00 

49.50 

55-00 

60.50 

66.00 

7L50 

77.00 

82.50 

88.00 

13268 
18111 
23467 
295  i  7 
36259 
51823 

14265 
19461 
25208 
3l697 
38929 
556i9 
45-00 

15267 
20819 
26957 
33887 
41609 
59429 

17292 

23557 
30481 
38296 
47001 
67086 

19344 
26326 

34040 
42744 
52437 
74795 

21422 
29126 
37634 
47231 
57917 
82555 

23527 
3*958 
41264 
51758 
63440 
90368 

25659 
34820 
44928 

56324 
69006 
98232 

27818 

37714 
48629 
60930 
74616 
106148 

30005 
40640 
52337 
65576 
80271 
114116 

32227 
43605 

56145 
70269 

85977 
122145 

42.00 

48.00 

54.00 

60.00 

66.00 

72.00 

78.00 

84.00 

90.00 

96.00 

J9758 
25601 
32200 
39555 
56534 

21230 
27499 
34578 
42467 
60676 

22711 
29407 
36967 

45391 
64831 

25699 
33252 
41777 
5I274 
73i85 

28719 

37J34 
46629 

57204 
8i594 

3*774 
41055 

5J525 
63182 
90060 

34863 
45OI5 
56463 
69207 

98583 

37985 
49013 
6i444 
75279 
107162 

4U43 
53050 
66469 
81400 
115798 

44334 
57125 

7*537 
87568 
124490 

4756i 
61241 
76649 
93785 
133241 

45.50 

48.75 

52.00 

58.50 

65.00 

7L50 

78.00 

84.50 

91.00 

97.50 

104.00 

21404 

27734 
34883 
42852 
61245 

22999 
29791 
3746o 
46006 
65732 

24604 
31858 
40048 
49J74 
70234 

27840 
36023 
45258 
55548 
79284 

3i"3 

40229 

505*5 
61971 
88394 

34422 
44476 
558i8 
68447 
97565 

37768 
48766 
61168 

74974 
106798 

4H51 
53097 
66564 

81552 
116092 

44571 
57470 
72007 
88183 
125447 

48029 
61886 
77498 
94865 
134864 

5*524 
66344 
83036 
101600 
144344 

52.50 

56.25 

60.00 

67.50 

75.00 

82.50 

90.00 

97.50 

105.00 

112.50 

120.00 

24697 
32001 
40250 

49444 
70667 

26538 
34374 
43223 
53084 
75844 

28389 

36759 
46209 

56739 
81039 

32123 

41565 
52221 

64093 
91481 

35899 
46418 
58287 

7^05 
101993 

397  i  7 
5^9 
64405 
78977 

H2575 

43578 
56268 
70578 
86508 
123228 

47481 
61265 
76805 
94099 
I33952 

51428 
66311 
83085 
101749 
144746 

55417 
71406 
89420 
109459 
155613 

5945° 
7655° 
95810 
117230 
166550 

(109) 


TIMBER   COLUMNS,  BEAMS,  AND   FLOORING 

STRENGTH    OF   TIMBER 

The  following  data  on  strength  of  timber,  pages  no  to  114,  are  taken 
from  the  Report  of  a  Committee  of  the  American  International  Associa- 
tion of  Railway  Superintendents  of  Bridges  and  Buildings  on  "  Strength 
of  Bridge  and  Trestle  Timbers."  The  report  was  made  in  1895. 

The  test  data  at  hand  and  the  summary  of  criticisms  of  leading  authorities  seem 
to  indicate  the  general  correctness  of  the  following  conclusions: 

(1)  Of  all  structural  materials  used  for  bridges  and  trestles,  timber  is  the  most 
variable  as  to  the  properties  and  strength  of  the  different  pieces  classed  as  belonging 
to  the  same  species;  hence  it  is  impossible  to  establish  close  and  reliable  limits  for  each 
species. 

(2)  The  various  names  applied  to  one  and  the  same  species  in  different  parts  of 
the  country  lead  to  great  confusion  in  classifying  or  applying  results  of  tests. 

(3)  Variations  in  strength  are  generally  directly  proportional  to  the  density  or 
weight  of  timber. 

(4)  As  a  rule,  a  reduction  of  moisture  is  accompanied  by  an  increase  in  strength; 
in  other  words,  seasoned  lumber  is  stronger  than  green  lumber. 

(5)  Structures  should  be,  in  general,  designed  for  the  strength  of  green  or  moder- 
ately seasoned  lumber  of  average  quality  and  not  for  a  high  grade  of  well-seasoned 
material. 

(6)  Age  and  use  do  not  destroy  the  strength  of  timber  unless  decay  or  season  check- 
ing takes  place. 

(7)  Timber,  unlike  materials  of  a  more  homogeneous  nature,  as  iron  and  steel, 
has  no  well-defined  limit  of  elasticity.     As  a  rule,  it  can  be  strained  very  near  to  the 
breaking  point  without  serious  injury,  which  accounts  for  the  continuous  use  of  many 
timber  structures  with  the  material  strained  far  beyond    the  usually  accepted    safe 
limits.     On  the  other  hand,  sudden  and  frequently  inexplicable  failures  of  individual 
sticks  at  very  low  limits  are  liable  to  occur. 

(8)  Knots,  even  when  sound  and  tight,  are  one  of  the  most  objectionable  features 
of  timber,  both  for  beams  and  struts.     The  full-size  tests  of  every  experimenter  have 
demonstrated  not  only  that  beams  break  at  knots,  but  that  invariably  timber  struts 
will  fail  at  a  knot  or  owing  to  the  proximity  of  a  knot,  by  reducing  the  effective  area 
of  the  stick  and  causing  curly  and  cross-grained  fibers,  thus  exploding  the  old  prac- 
tical view  that  sound  and  tight  knots  are  not  detrimental  to  timber  in  compression. 

(no) 


TIMBER   COLUMNS,   BEAMS,   AND    FLOORING 

(9)  Excepting  in  top  logs  of  a  tree  or  very  small  and  young  timber,  the  heart  wood 
is,  as  a  rule,  not  as  strong  as  the  material  farther  away  from  the  heart.     This  becomes 
more  generally  apparent,  in  practice,  in  large  sticks  with  considerable  heart  wood 
cut  from  old  trees  in  which  the  heart  has  begun  to  decay  or  been  wind  shaken. 
Beams  cut  from  such  material  frequently  season  check  along  middle  of  beam  and  fail 
by  longitudinal  shearing. 

(10)  Top  logs  are  not  as  strong  as  butt  logs,  provided  the  latter  have  sound  timber. 

(n)  The  results  of  compression  tests  are  more  uniform  and  vary  less  for  one  spe- 
cies of  timber  than  any  other  kind  of  test;  hence,  if  only  one  kind  of  test  can  be  made, 
it  would  seem  that  a  compressive  test  will  furnish  the  most  reliable  comparative  results. 

(12)  Long  timber  columns  generally  fail  by  lateral  deflection  or  "buckling"  when 
the  length  exceeds  the  least  cross-sectional  dimensions  of  the  stick  by  20;  in  other 
words,  when  the  column  is  longer  than  20  diameters.     In  practice  the  unit  stress  for 
all  columns  over  15  diameters  should  be  reduced  in  accordance  with  the  various  rules 
and  formulae  established  for  long  columns. 

(13)  Uneven  end  bearings  and  eccentric  loading  of  columns  produce  more  serious 
disturbances  than  are  usually  assumed. 

(14)  The  tests  of  full-size  long  compound  columns,  composed  of  several  sticks 
bolted  and  fastened  together  at  intervals,  show  essentially  the  same  ultimate  unit 
resistance  for  the  compound  column  as  each  component  stick  would  have  if  consid- 
ered as  a  column  by  itself. 

(15)  More  attention  should  be  given  in  practice  to  the  proper  proportioning  of 
bearing  areas;  in  other  words,  the  compressive  bearing  resistance  of  timber  with  and 
across  grain,  especially  the  latter,  owing  to  the  tendency  of  an  excessive  crushing 
stress  across  grain  to  indent  the  timber,  thereby  destroying  the  fiber  and  increasing 
the  liability  to  speedy  decay,  especially  when  exposed  to  the  weather  and  the  con- 
tinual working  produced  by  moving  loads. 

The  aim  of  your  committee  has  been  to  examine  the  conflicting  test  data  at  hand, 
attributing  the  proper  degree  of  importance  to  the  various  results  and  recommenda- 
tions, and  then  to  establish  a  set  of  units  that  can  be  accepted  as  fair  average  values, 
as  far  as  known  to-day,  for  the  ordinary  quality  of  each  species  of  timber  and  corre- 
sponding to  the  usual  conditions  and  sizes  of  timbers  encountered  in  practice.  The 
difficulties  of  executing  such  a  task  successfully  can  not  be  overrated,  owing  to  the 
m  eagerness  and  frequently  the  indefiniteness  of  the  available  test  data,  and  especially 
the  great  range  of  physical  properties  in  different  sticks  of  the  same  general  species, 
not  only  due  to  the  locality  where  it  is  grown,  but  also  to  the  condition  of  the  timber 
as  regards  the  percentage  of  moisture,  degree  of  seasoning,  physical  characteristics, 
grain,  texture,  proportion  of  hard  and  soft  fibers,  presence  of  knots,  etc.,  all  of  which 
affect  the  question  of  strength. 

(in) 


TIMBER  COLUMNS,  BEAMS,  AND  FLOORING 

Your  committee  recommends,  upon  the  basis  of  the  test  data  at  hand  at  the  present 
time,  the  average  units  for  the  ultimate  breaking  stresses  of  the  principal  timbers 
used  in  bridge  and  trestle  constructions  shown  in  the  accompanying  table. 

Attention  should  also  be  called  to  the  necessity  of  examining  the  resistance  of  a 
beam  to  longitudinal  shearing  along  the  neutral  axis,  as  beams  under  transverse  load- 
ing frequently  fail  by  longitudinal  shearing  in  the  place  of  transverse  rupture. 

In  addition  to  the  ultimate  breaking  unit  stress  the  designer  of  a  timber  structure 
has  to  establish  the  safe  allowable  unit  stress  for  the  species  of  timber  to  be  used.  This 
will  vary  for  each  particular  class  of  structures  and  individual  conditions.  The  selec- 
tion of  the  proper  "factor  of  safety"  is  largely  a  question  of  personal  judgment  and 
experience,  and  offers  the  best  opportunity  for  the  display  of  analytical  and  practical 
ability  on  the  part  of  the  designer.  It  is  difficult  to  give  specific  rules.  The  following 
are  some  of  the  controlling  questions  to  be  considered: 

The  class  of  structure,  whether  temporary  or  permanent,  and  the  nature  of  the 
oading,  whether  dead  or  live  :  if  live,  then  whether  the  application  of  the  load  is 
accompanied  by  severe  dynamic  shocks  and  pounding  of  the  structure.  Whether  the 
assumed  loading  for  calculations  is  the  absolute  maximum,  rarely  to  be  applied  in 
practice,  or  a  possibility  that  may  frequently  take  place.  Prolonged  heavy,  steady 
loading,  and  also  alternate  tensile  and  compressive  stresses  in  the  same  place  will  call 
for  lower  averages.  Information  as  to  whether  the  assumed  breaking  stresses  are 
based  on  full-size  or  small-size  tests,  or  only  on  interpolated  values,  averaged  from 
tests  of  similar  species  of  timber,  is  valuable  in  order  to  attribute  the  proper  degree 
of  importance  to  recommended  average  values.  The  class  of  timber  to  be  used  and  its 
condition  and  quality.  Finally,  the  particular  kind  of  strain  the  stick  is  to  be  sub- 
jected to  and  its  position  in  the  structure  with  regard  to  its  importance  and  the  possible 
damage  that  might  be  caused  by  its  failure. 

In  order  to  present  something  definite  on  this  subject,  your  committee  presents 
the  accompanying  table,  showing  the  average  safe  allowable  working  unit  stresses  for 
the  principal  bridge  and  trestle  timbers,  prepared  to  meet  the  average  conditions 
existing  in  railroad  timber  structures,  the  units  being  based  upon  the  ultimate  break- 
ing unit  stresses  recommended  by  your  committee  and  the  following  factors  of  safety, 


Tension  with  and  across  grain 10 

Compression  with  grain 5 

Compression  across  grain 4 

Transverse  rupture,  extreme  fiber  stress 6 

Transverse  rupture,  modulus  of  elasticity 2 

Shearing  with  and  across  grain 4 

(112) 


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("4) 


TABLE   54 


SAFE  LOADS   FOR   WOOD    COLUMNS 
OT  POUNDS  PER  SQUARE  INCH  OF  CROSS-SECTION 

The  following  safe  loads  are  obtained  from  the  formula 
p  =  p      700+  *5  c 

700  +  15  c+  c* 

where  P  =  allowable  working  stress  in  Ibs.  per  sq.  in.  for  long  columns. 
F  =  allowable  working  stress  in  Ibs.  per  sq.  in.  for  short  columns. 
c  =  unbraced  length  in  inches  divided  by  least  cross-sectional  dimen- 
sion in  inches. 


VALUES  OF  F. 

VALUES  OF  F. 

C 

700 

800 

900 

1000 

1200 

C 

700 

800 

000 

IOOO 

1200 

I 

699 

799 

899 

999 

1198 

21 

488 

558 

627 

697 

837 

2 

696 

796 

895 

995 

"93 

22 

476 

544 

612 

680 

816 

3 

692 

790 

889 

988 

1186 

23 

465 

S31 

598 

664 

797 

4 

686 

783 

881 

979 

"75 

24 

454 

5i8 

583 

648 

777 

5 

678 

775 

872 

969 

1162 

25 

443 

506 

569 

632 

759 

6 

669 

765 

86  1 

956 

1148 

26 

432 

494 

555 

617 

74i 

7 

660 

754 

848 

943 

1131 

27 

422 

482 

542 

603 

723 

8 

649 

742 

835 

928 

1113 

28 

412 

471 

529 

588 

706 

9 

638 

729 

820 

912 

1094 

29 

402 

460 

5i7 

574 

689 

10 

626 

716 

805 

895 

1074 

30 

393 

449 

5°5 

56i 

673 

ii 

614 

702 

790 

877 

I053 

32 

375 

428 

482 

535 

642 

12 

602 

688 

773 

859 

1031 

34 

358 

409 

460 

511 

614 

13 

589 

673 

757 

841 

1009 

36 

342 

39  1 

440 

489 

587 

14 

576 

658 

74i 

823 

987 

38 

328 

374 

421 

468 

56i 

15 

563 

644 

724 

804 

965 

40 

3'4 

359 

403 

448 

538 

16 

55° 

629 

707 

786 

943 

42 

301 

344 

387 

43° 

5i6 

i7 

537 

614 

691 

768 

921 

44 

289 

33° 

371 

4i3 

495 

18 

525 

600 

675 

75o 

900 

46 

278 

317 

357 

397 

476 

19 

512 

585 

659 

732 

878 

48 

267 

305 

343 

38i 

458 

20 

500 

57i 

643 

7M 

857 

50 

257 

294 

33° 

367 

441 

60 

215 

246 

277 

308 

369 

70 

184 

211 

237 

263 

3i6 

Example  i.  Required  the  size  of  a  Southern  Pine  column  capable  of  supporting  a  direct  load  of 
40.000  pounds,  the  unbraced  length  of  the  column  being  16  feet.  Solution:  Assuming  an  8  X  8,  c  = 
iQ2  -7-  8  =  24,  F  =  loop  for  Southern  Pine.  From  the  above  table  for  these  values  of  c  and  F,  P  =  648. 
Let  /"  =  load  applied  in  pounds  per  square  inch,  A  —  area  of  cross-section  of  column  in  square  inches, 
W  =  total  load  applied  in  pounds,  then  P1  =  W  -f-  A  =  40,000  -f-  64  =  625.  Since  the  load  applied  is 
less  than  the  allowable  load,  the  column  is  safe. 

Example  2.  Required  the  size  of  a  Southern  Pine  column  capable  of  supporting  a  load  of  40,000 
pounds,  so  applied  as  to  produce  a  bending  moment  of  18,000  inch-pounds,  the  unbraced  length  of  the 
column  is  16  feet.  Solution:  Assuming  an  8  X  10,  €=24,  F=  looo,  P=648,  A  =  80.  Placing  the 
column  so  that  the  lo-inch  dimension  will  be  effective  in  resisting  bending,  7  =  667,  6=^5.  Then 

l8'0><5^635-     Since  P' is  less  than  P,  the  column  is  safe. 


TABLE   55 


SAFE   LOADS   (UNIFORMLY   DISTRIBUTED)  FOR   BEAMS    1"   THICK 

Based  on  extreme  fiber  stress  of  100O  pounds  per  square  inch.  The  table  is  for  total 
uniform  loads  in  pounds,  for  beams  one  inch  thick.  The  values  are  for  an  actual  depth  of  \ 
inch  less  than  the  nominal  depth,  or  a  4-inch  beam  is  reduced  to  3!  inches  deep. 


IB 

tfL 

NOMINAL  DEPTH  OF  BEAM. 

4 

5 

6 

7 

8 

9 

10 

12 

14 

16 

18 

20 

22 

24 

4 

391 

627 

918 

1265 

1668 

2127 

2640 

3835 

5268 

6891 

8752 

10835 

I3J41 

15668 

5 

3*3 

Soi 

735 

IOI2 

1334 

1701 

2112 

3068- 

4201 

55i2 

7000 

8668 

10512 

I2535 

6 

260 

418 

612 

844 

III2 

1418 

1760 

2557 

35i2 

4594 

5834 

7224 

8760 

10446 

7 

223 

358 

525 

723 

953 

1215 

1508 

2191 

3001 

3937 

5001 

6191 

75°9 

8953 

8 

195 

3i3 

459 

633 

834 

1063 

1320 

1918 

2634 

3446 

4375 

54i8 

6570 

7834 

9 

174 

279 

408 

563 

741 

944 

H73 

1704 

2341 

3°63 

3889 

4815 

5840 

6964 

10 

156 

251 

367 

506 

667 

851 

1056 

*534 

2IOO 

2756 

35°° 

4334 

5256 

6267 

ii 

142 

228 

334 

460 

607 

774 

960 

J394 

1910 

2505 

3182 

3940 

4778 

5698 

12 

130 

209 

306 

422 

556 

709 

880 

1278 

I756 

2297 

2917 

3612 

4380 

5223 

13 

1  20 

i93 

283 

389 

5T3 

654 

812 

1180 

1616 

2120 

2692 

3333 

4043 

4821 

14 

112 

179 

262 

362 

477 

608 

754 

I095 

1500 

1968 

2500 

3°95 

3754 

4477 

15 

IO4 

167 

245 

338 

445 

567 

704 

4023 

1400 

1838 

2333 

2889 

3504 

4178 

16 

98 

r57 

230 

3l6 

417 

532 

660 

959 

W7 

1723 

2188 

2709 

3285 

39*7 

17 

147 

216 

298 

393 

500 

621 

902 

1236 

l62I 

2059 

2549 

3092 

3687 

18 

i39 

204 

28l 

37i 

472 

587 

852 

1170 

1531 

1944 

2408 

2920 

3482 

i9 

132 

J93 

266 

351 

448 

556 

807 

1106 

145  I 

1842 

2281 

2767 

3299 

20 

125 

184 

253 

334 

425 

528 

767 

io54 

1378 

J750 

2167 

2628 

3*34 

21 

. 

. 

J75 

241 

3i8 

405 

5°3 

730 

IOOO 

1312 

1667 

2063 

2503 

2984 

22 

167 

230 

303 

387 

480 

697 

955 

1253 

!59J 

1970 

2389 

2849 

23 

160 

220 

290 

37° 

459 

667 

917 

1198 

1522 

1884 

2286 

2724 

24 

.  . 

i53 

211 

278 

354 

440 

639 

878 

1149 

1458 

1806 

2190 

2611 

25 

203 

267 

340 

423 

614 

840 

IIO3 

1400 

J734 

2IO2 

2507 

26 

IQC 

2C7 

•327 

406 

CQO 

808 

Io6o 

1  34.6 

1667 

2O22 

241  1 

27 

AVO 
l87 

j  1 
247 

o  / 
315 

39i 

jy^ 
568 

780 

1021 

•Loitw 
1296 

1605 

1947 

**T*  * 

2321 

28 

181 

238 

3°4 

377 

548 

75° 

984 

1250 

1548 

1877 

2238 

2O 

23O 

2Q3 

364. 

C2Q 

724. 

Q^O 

I  2O7 

I4Q4. 

1812 

2164 

-r 

30 

•^ow 
222 

*7J 

283 

O^"r 
352 

o  y 

511 

/  ^f 

700 

yj** 

919 

*\j  1 
1167 

•"•T^VT- 

1444 

!7S2 

2089 

To  obtain  the  safe  load  concentrated  at  the  center  of  beam,  divide  the  safe  load  given  in 
the  above  table  by  two. 


(116) 


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(119) 


BENDING  MOMENTS  IN  FOOT-POUNDS 

For  the  following  uniform  loads,  the  joists  being  spaced  24  inches  centers 

LOAD  IN  POUNDS  PER  SQUARH  FOOT.  | 

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(120) 


TABLE   59 


THICKNESS   OP  WOOD   FLOORING 

Based  on  a  safe  extreme  fiber  stress  of  1000  pounds  per  square  inch,  the  flooring  assumed  in 
simple  spans.     To  the  thickness  given  below  add  \"  to  obtain  the  nominal  thickness. 


ll 

£* 

UNIFORM  LOAD  IN  POUNDS  PER  SQUARE  FOOT. 

15 

20 

25 

30 

40 

50 

60 

70 

75 

80 

100 

I25 

ISO 

175 

200 

250 

12 

.11 

•  12 

.14 

•15 

•J7 

.19 

.21 

•23 

.24 

•25 

.27 

•3i 

•34 

•36 

•39 

•43 

16 

.14 

.16 

.18 

.20 

•23 

.26 

.28 

•31 

•32 

•33 

•37 

.41 

•45 

.48 

•52 

•58 

18 

.16 

.18 

.21 

•23 

.26 

.29 

•32 

•34 

•36 

•37 

.41 

.46 

•50 

•54 

•58 

•65 

24 

.21 

•25 

.27 

•3° 

•35 

•39 

.42 

.46 

•47 

•49 

•55 

.61 

.67 

•72 

•77 

•87 

30 

.27 

•31 

•34 

•38 

•43 

.48 

•53 

•57 

•59 

.61 

.68 

•77 

.84 

.91 

•97 

i.  08 

36 

•32 

•37 

.41 

•45 

•52 

.58 

.64 

.69 

•7i 

•73 

.82 

•92 

I.OI 

1.09 

1.16 

1.30 

42 

•37 

•43 

.48 

•53 

.61 

.68 

•74 

.80 

•83 

.86 

.96 

1.07 

1.17 

1.27 

1.36 

1.52 

48 

.42 

•49 

•55 

.60 

.69 

•77 

•85 

.92 

•95 

.98 

I.IO 

1.22 

i-34 

i-45 

!-55 

i-73 

60 

•53 

.61 

.68 

•75 

•87 

•97 

i.  06 

I-I5 

1.19 

1.22 

i-37 

!-53 

1.68 

1.81 

1.94 

2.17 

72 

.64 

•73 

.82 

.90 

1.04 

1.16 

1.27 

I-37 

1.42 

1.47 

1.64 

1.84 

2.OI 

2.17 

2.32 

2.60 

84 

•74 

.86 

.96 

1.05 

1.  21 

1.36 

1.48 

i.  60 

1.66 

I.7I 

1.92 

2.14 

2-35 

2.54 

2.71 

3-03 

96 

•85 

.98 

I.IO 

1.20 

I-39,  !-55 

1.70 

1.83 

1.90 

1.96 

2.19 

2-45 

2.68 

2.90 

3.10 

3-46 

To  obtain  the  required  thickness  for  loads  concentrated  at  center  of  span,  divide  the  concen- 
trated load  per  foot  of'  width  of  flooring  by  one-half  of  the  span  in  feet  ;  the  resulting  value  is  the 
equivalent  uniform  load  in  pounds  per  square  foot. 

The  above  values  were  obtained  from  the  following  formula: 
Let  h   =  thickness  of  flooring  in  inches, 

•w  =  uniform  load  in  pounds  per  square  foot, 

/    =  simple  span  in  inches, 

R  =  safe  extreme  fiber  stress  in  pounds  per  square  inch  =  1000  in  above  table. 


Then 


h  = 


(121) 


THIS  BOOK  IS  DUE  ON  THE  LAST  BATE 
STAMPED  BELOW 


AN     INITIAL    FINE     OF     25     CENTS 

WILL.  BE  ASSESSED  FOR  FAILURE  TO  RETURN 
THIS  BOOK  ON  THE  DATE  DUE.  THE  PENALTY 
WILL  INCREASE  TO  SO  CENTS  ON  THE  FOURTH 
DAY  AND  TO  $1.OO  ON  THE  SEVENTH  DAY 
OVERDUE. 


MAY  17  1933 


APR 


JANOI 


2003 


LD  21-50m-8,'32 


^w 


YC   13412 


